WQ0042577_More Information (Received)_20210817

August 16, 2021
Jane Bernard
Division of Water Resources
Raleigh Region
1617 Mail Service Center
Raleigh, NC 27699
Owner: Bruce Porter
2200 Shaw Rd
Durham, NC 27704
Dear Jane Bernard:
c
Address: 2206 Shaw Rd
Durham, NC 27704
The Durham County Public Health, Environmental Health Division on 11/17/2011
evaluated 2206 Shaw Rd. The site characteristics identified on the property do not meet
the requirements of 15A NCAC Section .1900, therefore, no permits may be issued for a
ground absorption sewage disposal system. Municipal sewer is not available to the
property as of August 16, 2021.
Should you have any questions concerning this matter, please feel free to contact me at
[phone].
Sincerely,
--kgcCt)
Matthew Yearout, REHS
Monitoring Program Specialist
Environmental Health Division
c.c. Gary S. MacConnell, P.E.
Environmental Health Division
Human Services Building 1414 East Main Street, Durham, North Carolina 27701
[phone] ( Fax [phone] ( healthinspectorgdconc.gov Equal Employment/Affirmative
Action Employer
Rev. 09/2020

•
TM#
SOIL AND SITE EVALUATION for •
ON -SITE WASTEWATER SYSTEM
APPLICANT: P rvc-+�- P rter OWNER: /AGENT: PHONE: 2S`1- f lel 7 APPLICATIO�N DATE: I I l f 11
ADDRESS. —� PROPOSED FACILITY:9J . (j)
PROPERTY SIZE: 14,0,E COUNTY: 7rirlt,r. DATE EVAL: (9/
WATER SUPPLY: ON -SITE WELL: ✓OMM.: PUBLIC: OTHER: EVAL. METHOD: AUGER:ZPIT:
CUT:_
LOCATION OF SITE: zi.D.06
FACTORS - IEROELLE 1
PROFILE 2PRO_FILE 3PROFILE
4PROFILE 5PROFILE
6PROFILE
7PROFIL
iLQPE (%)
.
HORIZON 1 DEPTH __C)
- t r
0. '0
d-1 a
0 ,- to
Vi 0' 1 a-. 0 - 7
•
TEXTURE GROUP
__rf L-
S C_
S(,
rli
SL Sc._ 1.--
___
CONSISTENCE.
t r "
C r Pr
cFr
STRUCTURE ir
�S
NIIN RALOGY .1 �4
' SG ff fr_
S —
HORIZON 2 DEPTH t c) 10 I 1 15 (O '' +
I g- - 7- r I
TEXTURE GROUP I• 5.4-v CC V SG I SCI,
L G
I r gr Fr Fr
✓fi ✓r,
ISONSISTENCE
TRUCTURE {' Fj f 4 131 k 01 I ! Ic.
P
t'I 11
NERALOGY E L - fG
,.
HORIZON 3: DEPTH 11-I 711+ Zd { IS* 1 - 3 j..
EXTURE GROUP j C C 5' c
CONSISTENCE ! N./tiCte ,, r, +pt.
TRUCTURE
n
n
INERALOGI(
`=
E G.
(C�
HORIZON 4 DEPTH
el4
TEXTURE GROUP
f h
CONSISTENCE
STRUCTURE
1 •
,
taINERALOGY _
(SOIL WETNESS • .
1 1}'t
17'
.‘ lit A •
3 u -7� t
'RESTRICTIVE HORIZON
IS PROLITE DEPTH
CLASSIFICATION
✓
✓ I✓ V
ILTAR
AVAILABLE SPACE (1945):. Jr,s,,,+-glojzOTHER FACTORS (1946): SITE CLASSIFICATION (1948): 1/145 t±011+e°
SYSTEM TYPE: LONG TERM ACCEPTANCE
RATE:
EVALUATED BY: j R r y • OTHERS PRESENT: is 4 13 rorier
LAY OUT:
COMMENTS:
J.ANDSCAPE POSITION
R- Ridge
S- Shoulder slope
1: Linear slope
FS- Foot slope
N- Nose slope
H- Head slope
Cc- Concave slope
Cv- Convex slope
T- Terrace
FP- Flood plain
TEXTURE
s- sand
Is- Ioamy sand
sl- sandy loam
l- loam
si- silt
sil- silt loam
sicl- silty clay loam
el- clay loam
se - sandy clay loam
sc- sandy clay
sic- silty clay
CONSISTENCE
moist
vfi•- vets friable
fr- friable
fi- firm
vfi- very fain
efi- extremely firm
STRUCTURE
rye sg- single grain
Ns- non -sticky in- massive
Ss- slightly sticky cr- crumb
S- sticky gr- granular
Cs- vcry sticky sbk- subangular blocky
Np- non -plastic
Sp- slightly plastic
P- plastic
Nip- very plastic
abk- angular blocky •
pl- platy
pr- prismatic
MINERALOGY
NEC -
non -expansive clay
EC -
expansive clay

h

SOIL SCIENTIST EVALUATION
SINGLE-FAMILY RESIDENCE
2206 SHAW ROAD
Durham County, NC
Three Oaks Job #21-715
Prepared For:
Bruce Porter
2200 Shaw Road
Durham, NC 27704
Prepared By:
ouRo
�eILJ�� .i
W 2
'Al
4/830
324 Blackwell Street, Suite 1200
Durham, NC 27701
[phone]
April 16, 2021
Evan T. Morgan

Table of Contents
1.0 INTRODUCTION 1
1.1 Site Location 1
1.2 Project Description 1
I.3 Proposed Wastewater System 1
1.4 Study Area 1
2.0 OBJECTIVES 1
3.0 INVESTIGATION METHODOLOGY 1
3.1 Soil Evaluation 1
3.2 Saturated Hydraulic Conductivity Testing and Reporting 2
4.0 STUDY AREA DESCRIPTION 2
4.1 Regional Geology and Local Topography 2
4.2 Vegetation 2
4.3 Jurisdictional Features 3
4.4 Soils 3
4.5 Saturated Hydraulic Conductivity Testing 3
4.6 Soil Fertility Analysis 4
4.7 Area Available for Wastewater Application 4
5.0 HYDRAULIC LOADING RATE ASSESSMENT 4
5.1 Design Coefficient and Justification 4
5.2 Water Balance Calculation & Recommended Loading Rates 5
5.3 Instantaneous Loading Rate 6
5.4 Minimum Required Storage 6
6.0 AGRONOMIC REPORT 6
6.1 Receiving Crop 6
6.2 Wastewater Characterization 7
6.3 Nutrient Loadings 7
6.4 Soil Testing and Recommendations 7
6.5 Vegetation Maintenance/Monitoring & Recommendations 7
7.0 CONCLUSIONS 7
8.0 REFERENCES 9
Appendices
Appendix A Figures
Appendix B Soil Boring Descriptions
Appendix C KsAT Data Sheets
Appendix D SFR Loading Rate Worksheet
Appendix E Soil Fertility Analysis
Tables
2206 Shaw Road SFR Soil Report i April 2021
Three Oaks Job #2I-715

Table 1. Map Unit Symbol, Soil Senes, and Taxonomic Classification 3
Table 2. KsAT Test Results 4
2206 Shaw Road SFR Soil Report ii April 2021
Three Oaks Job #21-715

1.0 INTRODUCTION
Three Oaks Engineering (Three Oaks) was retained by Bruce Porter to conduct a Soil
Scientist Evaluation for the permitting of a wastewater surface application system for a
new three -bedroom single-family residence.
1.1 Site Location
The project site is located at 2206 Shaw Road in Durham, NC, and totals 15.87-acres
(Figure 1).
1.2 Project Description
Mr. Porter is proposing to install a new surface application system to allow for the site
improvements. The design daily flow is 360 gallons per day (GPD). The proposed system
will operate in accordance with state rules 15A NCAC 02T. 0600 (2T Rules).
1.3 Proposed Wastewater System
Wastewater will be treated to the minimum monthly average standards. Wastewater will
be applied using drip irrigation.
1.4 Study Area
A preliminary soil evaluation was completed in select areas of the project site. The Study
Area referred to in this report consists of the 2± acres along the northern property
boundary and is shown on Figure 2.
2.0 OBJECTIVES
The objectives of this investigation were to evaluate pertinent site conditions and identify
a satisfactory wastewater application area within the Study Area and to provide
recommendations to its utilization. Specific attributes evaluated included the soils,
vegetation, topography, hydraulic assimilative capacity, jurisdictional features, and
landscape position.
3.0 INVESTIGATION METHODOLOGY
A Soil and Site Evaluation was conducted by Three Oaks on multiple dates from
December 2020 through April 2021, by Evan T. Morgan, LSS and Michael G. Wood,
LSS.
3.1 Soil Evaluation
Soil borings were made with a hand -turned auger and soil color was determined with a
Munsell Soil Color Chart. Soil profiles were described per the Field Book for Describing
2206 Shaw Road SFR Soil Report 1 April 2021
Three Oaks Job #21-715

and Sampling Soils, version 3.0. Landscape characteristics were noted (slope, drainage
patterns, etc.) as well as soil properties (depth, texture, structure, soil wetness, restrictive
horizons, etc.) to auger refusal. Soil borings were described under moist conditions.
Additional borings were advanced to shallower depths to identify diagnostic horizons and
record soil properties. A hand-held GPS unit with sub -meter accuracy was used to locate
each soil boring as well as other site features.
3.2 Saturated Hydraulic Conductivity Testing and Reporting
Saturated hydraulic conductivity (KsAT) measurements were performed with a compact
constant -head permeameter (Amoozemeter). An Amoozemeter was used because of the
need to conduct the test below current grade. KSAT test values were generated using the
published calculations and formulas found in the corresponding User's Manual
(Amoozegar). The Glover solution was chosen as the most appropriate method for
calculating KSAT values. The Glover solution is recommended when the distance between
the bottom of the auger hole and any impermeable layer(s) is greater than 2 times the
head (H), or constant water level in the hole.
The Glover solution is given by: KSAT = AQ
Where: A= {sinhil(H/r)-[(r/H)2+1]'/2+r/H} / (2itH2)
And: Q is the steady-state rate of water flow from the Amoozemeter into
the auger hole.
To solve for A:
H is the head in the hole (i.e. total water depth) and r is the radius
of the hole. Values for H and r can be found on the attached KSAT
data sheets.
4.0 STUDY AREA DESCRIPTION
4.1 Regional Geology and Local Topography
The project site is located in the Piedmont physiographic region. The general lithology
consists of fine textured mesozoic rocks. The general topography includes gently rolling
hills and ridges with fairly narrow drainages (Figure 1). Typical slopes ranged from 2%
to 5%.
4.2 Vegetation
The vegetation in the Study Area consisted of pine, hardwood, and soft wood species
including: loblolly pine (Pinus taeda), sweetgum (Liquidambar styraciflua), red maple
(Acer rubrum), dogwood (Corpus florida), American holly (Ilex opaca), and red cedar
(Juniperus virginiana). Dominant species were loblolly pine and sweetgum. The diameter
at breast height (DBH) ranged from 6 to 10 inches for most canopy species.
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
2 April 2021

4.3 Jurisdictional Features
The Study Area is located in the Falls/Jordan Critical Area (F/J-A) which requires 150-
foot setbacks from perennial streams and 100-foot setbacks for intermittent streams. No
jurisdictional features were identified in the Study Area.
4.4 Soils
Soils in the Study Area are located in the Triassic Basin and formed in residuum
weathered from fine-grained mesozoic parent material (Triassic siltstone). The Web Soil
Survey was referenced prior to the field investigation to get an overview of the possible
soil series mapped in the Study Area. The White Store soil series is mapped in the Study
Area (Figure 3). Information for this series is listed in Table 1.
The White Store soil series was identified within the Study Area by a strong brown or
yellowish red, colored Btss horizon overlying a similarly colored BC horizon that
typically showed signs of iron depletions starting between 4 and 17 inches.
Table 1. Map Unit Symbol? Soil Series, and Taxonomic Classification
Map Unit Symbol Soil Series Taxonomic Class
WsB, WsE White Store
Fine, mixed, active, thermic Oxyaquic Vertic
Hapludalfs
Four (4) soil profile descriptions and 12 supplemental borings were advanced within the
Study Area to characterize the dominating soil properties and their locations are noted on
Figure 2. All soil borings and profiles were representative of the White Store soil series.
Evidence of a perched water table (PWT) was observed throughout the soils in the study
area, ranging in depth from 4-17 inches. A seasonal high-water table (SHWT) was not
observed before auger refusal.
As stated above, a PWT was recorded ranging from 4 to 17 inches. State regulations
require 12-inches separation from the point of TS-II Treated wastewater application (soil
surface) to a PWT. As such, most of the proposed application area will need appropriate
fill material added to the surface. A Fill Application Plan is appended and outlines the
appropriate activities needed to apply the fill material.
4.5 Saturated Hydraulic Conductivity Testing
Surface application systems require KsAT tests be performed to substantiate the
reconunended hydraulic loading rate. KSAT tests are conducted in the most hydraulically
limiting soil horizon within seven feet of the naturally occurring surface. In all, 9 KSAT
measurements were conducted and their locations shown on Figure 4. Measurements
were conducted in upper Btss horizons and lower BC horizons. The Btss was determined
as the most hydraulically limiting soil horizon. All test borings were pre-soaked for 24
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
3 April 2021

hours before tests were conducted. The results of KSAT measurements are listed in Table
2.
Table 2. KsAT Test Results.
KsAT #
Nest #
Depth
Horizon
In/Hr
1
1
44
BC
0.0134
2
1
30
Btss
0.0125
3
1
12
EB
0.0845
4
2
31
BC
0.0119
5
2
21
Btss
0.0187
6
2
12
EB
0.0563
7
3
48
BC
0.0143
8
3
28
Btss
0.0035
9
3
12
EB
0.0563
Geomean of Btss: 0.009 in/hr
Geomean of BC 0.013 in/hr
• All tests were pre-soaked for 24 hours prior to testing.
KSAT test results provided consistent measurements. The measured KSAT rates for the EB,
Btss and BC horizons are 0.0645 in/hr, 0.009 in/hr and 0.0131 in/hr, respectively. KSAT
data sheets are appended.
4.6 Soil Fertility Analysis
Soil samples were collected in the upper 12 inches and analyzed by Waypoint Analytical,
Inc. The results are typical for a mature forest piedmont soil. Soil phosphorus (P) is rated
low. The wastewater applied will help raise the soil P levels to a normal range. Full soil
fertility results are appended.
4.7 Area Available for Wastewater Application
The chosen Application Area available for wastewater water application is in the central
portion of the Study Area (Figure 4) and encompasses 19,100 sq-ft. A 50-foot setback is
required from property lines, a 150-foot setback is required from any jurisdictional
perennial streams, a 100-foot setback is required from jurisdictional intermittent streams
and ponds.
5.0 HYDRAULIC LOADING RATE ASSESSMENT
The hydraulic loading rate is the amount of wastewater that can be applied to the
Application Area and is derived from in -situ KsAT data, vegetation, nutrient loading, and
best professional judgement.
5.1 Design Coefficient and Justification
The geometric mean for KsAT measurements conducted in the Btss horizons was
calculated as 0.009 in/hr (1.51 in/wk). This KSAT rate must be modified by a Drainage
2206 Shaw Road SFR Soil Report 4 April 2021
Three Oaks Job #21-715

Coefficient to determine the hydraulic loading rate. A design factor of 0.5 is proposed for
the Application Area resulting in a soil drainage rate of 0.108 inches/day.
Sites can utilize higher drainage factors with favorable parameters such as:
• Receiver crop type and Application Area conditions
• Physical characteristics that promote infiltration into surface horizons and
percolation through to subsurface horizons
• Favorable landscapes for wastewater application
The Study Area, and subsequent Application Area, is forested and is advantageous to
wastewater assimilation. Forest systems and soils are typically nutrient limited and can
readily take-up wastewater and wastewater constituents during most of the year. The
thick canopy lessens surficial impacts from raindrops during rainfall events thus reducing
runoff potential. The underlying duff layer consists of organic material and supports ideal
habitat for soil microbes that can readily ingest added nutrients as well as soil macro -
organisms that will aid in soil aggregation and stability. The latter will also aid in
wastewater infiltration.
AU the soil borings described in the Study Area exhibited friable sandy loam surfaces that
ranged from 2 to 17 inches overlying the Btss horizons. The sandy loam surfaces will
facilitate quick infiltration of applied wastewater while the Btss horizon will provide
storage to allow wastewater to further permeate vertically or move laterally along the
landscape as shown by the much greater KsAT readings in the EB horizon (Table 2).
The landscape positions that occur within the Study Area consist of broad, flat ridge and
linear slopes. The average slope for the Application Area is 4%. This slope will allow for
infiltrated wastewater to move laterally away from the Application Area.
Wastewater for surface application systems is more highly treated than regular domestic
wastewater. Higher drainage factors can be utilized for wastewater treated to these
standards. Lowered concentrations of wastewater constituents such as biological oxygen
demand (BOD), total suspended solids (TSS), ammonia, fecal coliforms, as well as
nutrients N and P attained by secondary treatment reduce detrimental impacts from
application of wastewater.
5.2 Water Balance Calculation & Recommended Loading Rates
A monthly water balance was calculated to determine the maximum annual loading rate
using NCDEQ Division of Water Resources, Single -Family Residence Loading Rate
Worksheet based on a design daily flow of 360 GPD. Monthly precipitation data came
from the State CIimate Office of North Carolina CRONOS Database located in
Morrisville (Station: Raleigh AP; ID 317069), from a period of 1984 to 2021 (38 yrs).
Evapotranspiration was calculated using the conservative Thomthwaite method, which
utilizes temperature values from the same source and period as the precipitation data. The
geometric mean for KsAT tests conducted in the Btss horizons (0.009 in/hr) was used for
the percolation rate. When applying a 0.5 Drainage Coefficient, the maximum allowable
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
5 April 2021

irrigation rate calculated by the water balance is 17.72 in/yr for a minimum irrigation
area of 0.273 acres (11,897 sq-ft); which is smaller than the delineated Application Area
of 19,100 sq-ft. The 17.72 in/yr annual hydraulic loading rate is within the median for an
SFR-C group soil.
Based upon the results of the site investigation and our professional experience, we
recommend the following loading rate:
• Weekly Loading Rate of 0.35 in/wk
5.3 Instantaneous Loading Rate
The instantaneous loading rate is the amount of wastewater that should be applied in a
single event. The factors considered at the project site included:
• The surface horizon is typically a sandy loam that generally extends at least 2
inches but typically to 10 inches in depth.
• Moderate soil organic matter exists in the duff layer that will aid infiltration.
• The topography is generally a 4% slope that will allow for infiltration.
Based on these considerations, a maximum instantaneous loading rate of 0.15 in/yr is
recommended for the Application Area. However, if this application rate cannot be
achieved with drip irrigation. The duration of the irrigation event should be set not to exceed
the 0.15 inches of total wastewater application in one hour. As stated above, the thick surface
horizons, duff layer and gradual slope will allow for infiltration and prevent runoff from
these short irrigation events.
5.4 Minimum Required Storage
Storage is proposed to be contained on -site in tanks. The minimum storage for a single-
family residence is 5-days or 1,800 gallons.
6.0 AGRONOMIC REPORT
The Agronomist Evaluation of the Study Area was completed to include
recommendations for the receiving crop, its ability to accept proposed loading rates (both
hydraulic and nutrient) and provide information to ensure proper maintenance of the
recommended receiving crop.
6.1 Receiving Crop
The receiving crop will consist of a mature forest stand. Dominant species are listed in
Section 4.2 of this report. Wastewater application to forested areas is beneficial in many
aspects. Forests provide a steady source of organic matter and are typically nutrient
deprived. Mature trees can take-up a vast amount of water with some large trees
absorbing as much as 100 GPD. Rooting habits of mature trees also include deep
penetration and perennial growth.
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
6 April 2021

6.2 Wastewater Characterization
Typical wastewater contains varying levels of essential plant nutrients, organic
compounds, trace minerals, and potentially phytotoxic compounds. Each of these typical
wastewater constituents are assimilated or transformed on a wastewater receiver site
through physical, chemical, and biological processes. The effluent will be treated to
minimum monthly average water standards listed in 15A NCAC 02T .0605(b). Treatment
will be to monthly average levels that shall not exceed 30mg/L BOD5, 30ing/L TSS,
15mg/L Ammonia, and 200 colonies/100 ml Fecal Coliform.
6.3 Nutrient Loadings
Hydraulic limitations of the site are more limiting than any potential nutrient load
limitations.
6.4 Soil Testing and Recommendations
Periodic fertility sampling and monitoring of micronutrients, such as sodium (Na),
calcium (Ca), and magnesium (Mg), is recommended to ensure optimal receiver crop
efficacy. Application of gypsum may be required as a corrective measure if the sodium
adsorption ratio (SAR) is consistently above 10. Irrigation wastewater should have SAR
values < 10 to avoid potential adverse growing conditions related to soluble salts in the
soil.
6.5 Vegetation Maintenance/Monitoring & Recommendations
Advantages associated with matures trees as wastewater receiver crops in regard to
hydraulic and nutrient loading capacities have been previously stated. Additional
advantages include little to no vehicular traffic, no need for cutting and removing of
residues, and regular maintenance accustomed to producing annual crops. Thinning of
saplings and shrubs that would interfere with drip application and the emitters is strongly
recommended. Thinning and pruning of diseased trees should be completed immediately
upon identification.
7.0 CONCLUSIONS
Three Oaks is proposing the permitting of a new 360 GPD single-family residence
surface application system.
Three Oaks completed soil borings, KSAT tests, and soil fertility data to verify favorable
soil properties exist for wastewater application. An annual hydraulic loading rate of 15.31
in/yr was calculated with the NCDEQ Division of Water Resources, SFR Loading Rate
Worksheet and site -specific soil data. A minimum Application Area of 0.273 ac (11,897
sq-ft) will be required. Weekly loading rates should not exceed 0.35 in/wk with an
instantaneous loading rate of 0.15 in/hr per event that should not exceed 0.15 in/hr.
2206 Shaw Road SFR Soil Report 7 April 2021
Three Oaks Job #21-715

The Application Area is most limited hydraulically. Applying at the design irrigation rate
will not lead to excess nutrients to the Application Area. The Application Area should be
evaluated annually.
A wastewater sampling program should be instituted to ensure optimum nutrient inputs to
the cover crop being irrigated by this proposed system. The wastewater parameters to be
monitored include the following, as a minimum: total nitrogen, total phosphorus,
potassium, sodium, calcium, magnesium, copper, and zinc.
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
8 April 2021

8.0 REFERENCES
Auchmoody, L. R. "Fertilizing Natural Stands" in Central Hardwood Notes. Ed. Bryan F.
Clark and Jay G. Hutchinson, updated ed. St. Paul, MN: US Department of
Agriculture, Forest Service, 2008. 6.11-1 — 6.11-3.
Pettygrove, G. Stuart, and Asano, Takashi, (eds.). 1985. Irrigation with Reclaimed
Municipal Wastewater —A Guidance Manual. Lewis Publishers, Inc., Chelesa,
ML pgs 10-14.
Schoeneberger, P.J., D.A. Wysocki, E.C. Benham, and Soil Survey Staff. 2012. Field
book for describing and sampling soils, Version 3.0. Natural Resources
Conservation Service, National Soil Survey Center, Lincoln, NE.
Soil Science Division Staff. 2017. Soil survey manual. C. Ditzler, K. Scheffe, and H. C.
Monger (eds.). USDA Handbook 18. Government Printing Office, Washington
D.C.
Soil Survey Staff, Natural Resources Conservation Service, United States Department of
Agriculture. Web Soil Survey. Available online at
http://websoilsurvey.nrcs.usda.gov/. Accessed [April 1, 2021].
2206 Shaw Road SFR Soil Report
Three Oaks Job #21-715
9 April 2021

Appendix A
Figures

Sources: Esrl, HERE, Garmin,
USGS, Intermap,
INCREMENT P, NRCan, Esri
Japan, MET!, Esri China
(Hong Kong), Esri Korea, Esri
-41'J
r01.4
t+
s.
Parcel Boundary
0opyright©}t,01Ssi�at�onal! Gengrap_htc 3oc etY ircub dii
Soil Scientist Evaluation
2206 Shaw Road
(PIN: 0872-01-09-7090)
Topo Map
Durham County, North Carolina
Dam: April 2021
Scala. 0
290 580 Feet
Jay Na.:
21-715
Drawn By:
Checked By:
ETM
MGW
Figure

gatAtt
VW re
‘f47331kisv)
Soil Scientist Evaluation
2206 Shaw Road
(PIN: 0872-01-09-7090)
Soil Boring Map
Durham County, North Carolina
G �
NQ GP iM%1{,1I Boa
Date: April 2021
Scale: 0 50 100 Feet
1 1 1
Job No.: 21-715
Drawn By.
ETM
Checked By:
MGW
Figure
2

MParcel Boundary
[=I Study Area
USDA-NRCS Soils
WsB - White Store sandy loam, 2-6% slopes
WsE - White Store sandy loam, 10-25% slopes
oitlEERzite
Vslitsk 433W
Soil Scientist Evaluation
2206 Shaw Road
(PIN:0872-01-09-7090)
USDA-NRCS Soils Map
Durham County, North Carolina
'Date: April 2021
Scale: 0 30 60 Feet
Job No.: 21-715
Drawn By:
ETM
Checked By:
MGW
Figure
3

The soils within the proposed land application area
are consistent with the soil map unit WsB - White
Store sandy loam, 2-6% slopes. The dominant soil
series identified across the site is White Store.
Q Parcel Boundary
Study Area
177 Proposed Application Area (19,100 sq-ft of WsB)
• Soil Borings
• Ksat Test Location
50-ft Property Line Setback
VIM
Soil Scientist Evaluation
2206 Shaw Road
(PIN: 0872-01-09-7090)
Hydraulic Conductivity Testing
and Application Area Map
Durham County, North Carolina
Dom: August 2021
Scale: 0
t
25 5D Feet
1 1
Job Na.:
21-715
Drawn By:
Checked By:
ETM MGW
Figure
4

Appendix B
Soil Boring Descriptions

Three Oaks Engineering
324 Bladmeii Street, Suite 1200
Durham, NC 27701
919.732.1900
Soil Evaluation Form
Sod
Sheet l of i
Job• .Oar
county:
Date: J 21 - 2C
! i
` Pk
53
3u
g
Rc
--D7
B 143;
"sic
' Landscape Position
L S
,
Slope(%)
- -
Horizon1Desth
V-
O- I 0
--
0- l3
0.4
0-
0-11
u-lq:
o--7
,-
Texture
�, L,
I,5
_
''•
5 (
5 1-
S C.
“ -
t
consistence
V Fr
rr
i •
V II
tit (
t
F f
Fr
. '3 F r
1 'r
Structure
G. r.
,
613
/00k
G t
4ba
4.R.
c
r
9; ks
Clay Mineralogy
-
5
-.
,
-'
Honzon 2 Dew
..--
iC ` lad
S
I'S 4-
- l It
lii
147' ,
7. —)6t
1 LI t -
Texture
L
i
�
C..
61-.',
S 1.
G5C!
5(�
consistence
e _
V F i
k) E1
V F;
r
v ,
1,.....
.:,
F :
Fi
S�
S it,
qJ; .,
,
I
n9kI
&3 ki
►9
� 1,
E31�
.
5d t
Clay Mineralogy
- '
tc.�
(ye
—
6pr
61)
,
S
Horizon 3 Depth
�x,'
i
Texture
_
,
Consistence
_
t'
Structure
_
_
A
Clay Mineralogy
,
_
Horizon 4 Depth
_
Texture
Consistence
-
Structure
v
Clay Mineralogy
Horizon s Dew
Texture
.
_
_
Consistence
_
Structure
.
Clay Mineralogy
_
Soil wetness
5
i 3
La
A t
1 L _
14
14.
Restrictive Horizon
10
f
^
-
_ Saprolite
IA
Other
CLASSIFICATION
L
V
U -.AA'
F
Pk .
)
1)
� :
; .={
LTAR {gpolft2j
Comments:
Evaluated by : • 1,A) 0 O

Three Oaks Engineering
324 Blackwell Street, Suite 1200
Durham, NC 27701
919.732.1300
Soil Evaluation Form
Soil Bori
Sheet Z- of '-
Job: 2 D -105S'
County: bLik. !/
Date: IL-21-20
FR I
'.
R1
Landscape Position
Slope (%)
_
Horizon 1 Depth
4#
(f- t,�
() t'
_
Texture
.� C
I*
.
Consistence
F•
yF r
Structure
le,
5 A k
cii
Clay Mineralogy
--
`—
f
2 Depth
4
! ' #
Texture
2Horizon
L.
•
Consistence
_
r
Structure
� Ij.7
+k,
Clay Mineralogy
:r ‘"
Horizon 3 Depth
Texture
Consistence
Structure
_
_
Clay Mineralogy
Horizon 4 Depth
Texture
Consistence
Structure
Clay Mineralogy
Horizon 5 Depth
_
Texture .^
Consistence
Structure
Clay Mineralogy
Soil Wetness
I
1
Restrictive Horizon
LI
Saprolite
Other
_
CLASSIFICATION
DR . p
u
U
LIAR (gpd/ft2)
Comments:
Evaluated by . \ o o

Soil Evaluation Form
Three Oaks Engineering
324 Blackwell Street, Suite 1200
Durham, NC 27701
919.732.1300
Soil Bonin
Sheet 3' of 4
Job: S q ,J tD 2-iS
County: �4444/1
Date: z 74
E 14
1, 11
P
4
..1q Ti 1
; t1)
r <.)
1
R
Landscape Position
,
Slope (%)
Horizon 1 Depth
ri-7
(":1.-(":1.-+ '- \ \
_
4.') .-r
0),.� ri
I _ C
~
- i
.. �.
Texture
(_
�GL_
qq L
S L.
<7 L
' < L:
S L
C L
11 L
Consistence
VP;
r'i
P r
f e
P r
Fr.
F`r
PI—
Fr
Structure
l n 1
'gip k,
< it,
cc v,
,1_1
P; P k,,
Er, ',i
<
f-t
Clay Mineralogy
el p
S
f
Horizon 2 Depth
L 1 1 -
•."'G4
1. -16 f
124.
,
1'4
+
Texture
6
(
CL
<I—
SC .L
50L
G
Consistence
;r-,
C;
, I r-
, t r-
i'r--
Fr
Ni i�;
Structure
,:at;',*�+�
25.k 101
' .rR. i°`
(V
`, t:.:-= I4,
. i-
P 1'
Clay Mineralogy
=' .
c
5
' r
Horizon 3 Depth
i 14
P
Texture
,
,_ x C
Consistence
y
.
F 1
Structure
' ',_
Clay Mineralogy
1
-
Horizon 4 Depth
..
Texture
_
Consistence
Structure
Clay Mineralogy
Horizon 5 Depth
Texture
Consistence
Structure
Clay Mineralogy
Soil Wetness
' �
5
\
1 r
e - -
Restrictive Horizon
j
Saprolite
i
Other
1,0
CLASSIFICATION
ad
V'
ii
DR( P
V
u I Del id
u
LTAR (gpdfft2)
Comments:

Three Oaks Engineering
324 Blackweli Street, Suite 1200
Durham, NC 27701
919.732.1300
Soil Evaluation Form
Soli Bonin
Sheet 11 of
Job:2ov 544 �I
County044,45
Date:3-ZZi-L /
1325
R.
$z'-
;a*
$L.7
ttg'
8zg
Landscape Position
L
L
L
L
L
Lc.
Slope (%)
C
1-
f ..
3
3
-
Horizon 1 Depth
4
!1
6
,r7
i
Z.
Z
Texture
Scr
51.
S4
S;
SC,
P.-
Consistence
lr+(,
f1/
rL
ft-
rif
f
F4
Structure
GEL
(,n
ryt
Git.
!qZ
Clay Mineralogy
L.;
r t•
At
Horizon 2 Depth
' u
13G
1 I
/if
la-IZ
L 1
Texture
5ct
fct-.
C
C.
G
C
Consistence
Fl
f .
t.f-y
1if
t,p.'•
Structure
PM
4"
gy1
Nej
M
M
N1
Clay Mineralogy
5 p
st
`r
i~
f:
L
e
Horizon 3 Depth
ii
ilk
Texture
C
Consistence
1
Y
Structures
Clay Mineralogy
!r
Horizon 4 Depth
Texture
Consistence
Structure
Clay Mineralogy
Horizon 5 Depth
Texture
Consistence
Structure
Clay Mineralogy
Soil Wetness
IC)
1/
17
1 0
1 d
}_/V
Restrictive Horizon
Saprolite
11
Other
0-Io
A4-1I
t p-0
-f
Cwp_2
-(0
CLASSIFICATION
la
t!
Li
P5.1),F.:
V
IA
`ir
LIAR (gpd/ft2)
.l
Rocs;
Comments:
pig Ate ,51
Evaluated by : e.. r1(67,,,

3 if-1
11-%-1,1
SOIL EVALUATION FORM
Three Oaks Engineering
324 Blackwell Street, Suite 1200
Durham, NC 27701
919.732.1300
Job: 2{9 -7-0 5.5-
County: Ovl�W -N!
Date: 3-24-7.I,
Sheet: 1 of
�
a
r0
- V c,=
'- g. 5
Structure /
Texture
Consistence /
Mineralogy
Matrix
Color
Mottle Colon
(Quantity, Size, Contrast Color)
letr
141
L t1s.
if- /N
c'11Z4/1
iirt-fi
9-)5
m / C
V F / CR
Z$144
f1i!Ztf!IOY(y515'rl,4p ,2.+C W,v L
,y 1,- .. q.�: (ff. t. g.'
b-i.
1s-24
Pi / c
OFT; ._(
f.S'1$I_
C,1, , (0(a (.12,
be.
2-1'
SKi sc
f i / fx :/
f cttk.Me
. r , _ 104 4 fa,.
c
.7-5 -
m/ 0-
Yt 4-F `
vA�&Gir'D
rr
S/4
a_
0-
3
c- /
kirR-1vPo
loYlotb
t$
2O
g4t J sr-/-
Fit. t n :5f
75-41 k
gl s
3y
119 1 C;
ui-s t v5 UP
7.5 . ac
i_P lot/2 5. tz. c.I,,Q Ian 5-71
l3G
PI
;..,h ic-
vfs r I+sv?
71"-4.
G.i.P top &1.- m ;) ±,yl tc,
L
A
7-
6:.&' L.
u r 5,1'-
10423k
E6
15
' . /5[-c.
Fit- f55. P
7S S1
,
2.2.,
/C-
Vit/VSisP
S'tts/L
c.i-P 7�-R i-,.' c,i3O 7. t{ A
.1 )L
31
{{ill �
4t A / G
I<lI/ f,t,
f 7T'4 r/t
C. /33 7.5 `ii` ri ii`; c, t , % i`(1* Gk.
me
A
5
6- I L$
v F l op_
)-,fr 3f�.
Et
1S
5 /5 .
Rk (1/ip
loyal.
P0
341 _,
NI / C-
UFL / US,uP
111t. SI,
c,i,P 7 i-{L ; f .' c.,1.0 ro 54
P-1"
i-t$
Ali /G
V. ! 5. try
7. .04 T-1
¢)10 R t/ ' Si,#P 74.01. sic
Evaluated by: (r) v\3OD MDR i1/41

Appendix C
KsAT Data Sheets

0
P
8
8I
0
16
ml
6
Nt
ji
d
E
•
0
. • C
8
F
EE
e
oqo
ad ro W
N N N
q1111
y11y
8 8 8
ijf
E
EEEE
P H o
A
Q
Coverslan Fedor (C.F.):
Xi
0 00 0
0 0 0 0 00 0 0
0 0 0 f 0 0 0 0
o C C C o O o o
4 R R 0 0 0 0 0
88888888
0000000 0 0 0 0 0 0 0
o O o 0 0 0 0
0
Cal N N N N m m m
8.8888888
d0d o O 4 4 R R 9
03�8i���ro
0 0 0 0. 0 0 o 0p
oloolooN N N N n N ry N
d
O N 0 07 N O d O Odd
'0 �0 0� pWo pAp mmm
e
0
2
0
O
4
J
a
M a
ge
4 e
ig
c
I n/Hr vs. Time
g 4 g
8
N
ri
8
8
N N N
cE+
o o O
.9vm„R
N N N T
C
WC
9
1
Y 2
E LL
gi
3j
0 0 D 0 0 0 0 0
O d d d d d d d
Wo W W W
0 0 0 0
Q O O O d d G
�O�yy o0 0 0 0 0 0
N y Y 8 V 8 N N N
O Q o P 0 9 0 0
R R • m 8 m
880
ERRERERR
R e a 0 0 0 0 0 0
O O o pNRp pNOp pNOp pOp 0 pp0
N N N N w N
O.-.- O O A 0
A O 40 0 00 A t0 00
a
e
d
1
LL

a' m
ig
0 FF
:1'
•
c C o C a d o 0
41/W
15
s
E
EE
.0P
s
15
e
E
a
3 u
Q
0
3
Y t-
• .
U U
C
3
m C
W N O N r 12 3
N r r 0 0 0 0 0
O O O O O 0 0 C
m 0= 2 n g Y
mInnn
0000a400
o o m0 0 0V 0 0 0
S R N N N W {
88888882
Ci b 8 i i 0p e R 4 rN 0 N0
0 0 0 0 0 0 0 0 0
8 8 8 8 8 8 8 8 8
O A N N m m m
o ei����000
m
15
15
C
C
5
m 0 m
0
N N N
Yi �[i vi
111
if-Fe
H
ID
w
.G
E
"tea
=
R o o R
n a m g3
ID
0 r n
+ ' N
C
00 a Cm T
Zz" Spa!
= a
H
a
1-
5
N
b
5
Y Z
3 Ri
oa33ma+m
0 0 0 0 0 o 0
0 o 0 0 0 0 0 0
ooduuu11
ooddedoo
mo pRe y0y a .0p 0 a0 0
m V O; 8 R N
g 042.0000
a 00.0000
0 {0y 00000
4,101 N .....
P18888888
2g nom 2mn
0 0 0 0 G o 0
NNRR1RRRR
OI 0 CD 0 m
o 'e 0 w 0 o 0

4
C
•
8
• o - d - - c
NH/4
8
en
E
�
8
G
r
a.
W
O g
tf N N fl
2004
0
s 0
O 0
116
0
es 15
m c
Og
11
R mm m m m
d00000.
o00
soo=S00
d ddddddd
g 0 0• 0 0 0 q q
m I S o a a V
otr3j §a �Ti RX
0 0 8 8 8 0 q
88888g22
0 0 0 0 0 0 0
N N
00000OMOO
g g O O O o 0 0 t
o m g q t4 N N
o o 0 0 0 0 d d d
40°Q4v4era
In/Hr vs. Time
•
.a. 1 c E 8 S
d d o d d
MH/ul
2
E
8 F
8
c
q q o
N N N
000
358
z € W
m
YI N N q
MOWNN
i
4
0
0
zi
Y
E '
t72
o o u o a
0 0 d 0 d dd d 0
gEISIRM
0 0 d d d d d
CAPt0��E 0 0 0 0 pomp o{pp 0p�
to 0 0— A 00 m 0
Qr �. dddd
m m r. N m m m P..-

C O
m m
H
r
E
0 8 0 0 0 0
d d d d
UH/u1
8
E
8�
NN
I 0 m
SE
8
10 N O
0
AZA
Elf
v g 8
OINNR Z
w��°0 Q
N
Z O
% 0
e
Y
41
0 0 0 0 Q 0
O e] 0 Q O O O 0
gvg
rm d O O o o o
d ei ei ei cei eea
YRReectoom
E83`
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
RRRRRRRR
8 8 8 8 8
0
2
r
p�
0
11 m
ig
0
d O e ace cicici
S S a 0
YH%1+1
8
2
o �
F
8
8
0
C
E
O O 0
wow
O O O
g a wig
O
eJ
.4
Y
g m^ m m m
0 0 0 0 0 0 8 8
e O O p p O O G
N N
000 0 8 8 0 0
ei odcceadd
0 o 0 O
R R mm N P m qj m
�
0 0 0 0 0 §0
G 00000
R 0 0 0 0 a
0 0 N V V V
0 8 8 8 8 8 0 8
mgia0imgw0iass
v 0 0 O R 0 0 RR G p
O g g F 8 g E R N
O 0 0 0 4 0 0 0 0
RRERRRRRR
O o ID Q
0 o000000
f 4 e e c.4 i i

Weather Condition:
m
E
In/Hr vs. Time
o 0 0 a
6 d O 6 6 6 6
aH/UI
0
N
0
0
ry
u
0 a 0
ID CD ID
N N N
LI1 III
• Li"
47 N N Y
0 o ui ui K
r r N i
0
NOTE: Readings based on Ending Water Level
Z
0
N
Z 0
•
Coversion Factor (C.F.):
&3
U
0 33
0 co ID 0 0 23
d 0 6 6 6 0 0 0
p1 N
6 6 C 6 6 6 6 6
0 0 0 0 0 0 0 0
NT NNa � l`�, Ne°°.1
§ G 0 110 0 O O
Qi m m 2'
0 0 0 0 0 0 0 0
M 0 0 0 M o M 0
0 0 0 0 0 0 0 0 0
0 0�-
E•N 0 e0p o 6
C9 N
0 0 0 0 0 0 0 0 0
0 000 0 0 0 00
O 01 01 0 4] 1+ eP 4S [O
0 r 0 r 0 0 0 0 0
1. ID e0 N 47 O 0) Iv

Appendix D
SFR Loading Rate Worksheet

SFR Loading Rate Worksheet (15A NCAC 02T .0600 ONLY)
Project Name: 2206 Shaw Road SFR
Facility Address: 2206 Shaw Road
County: Durham
Prepared by: Evan Morgan, LSS
Project Design Flow = 360 gallday
# of Bedrooms
Required Flow J
2 bedrooms
240 gal/day
3 bedrooms
360 gal/day
4 bedrooms
480 gal/day
5 bedrooms
600 gal/day
6 bedrooms
720 gallday
SFR-LRW 9-08

Potential Evapotranspiration Worksheet (Thornthwaite method
Project Name: 2206 Shaw Road SFR
Location of Temperature Data: Raleigh AP
Starting Year of Data Record: 1984
Ending Year of Data Record: 2021
Period of Record (years): 38
Source of Data: NC CRONOS
Site Latitude (degrees) 36.02 within range
Calculated PET: 34.21 inches
Mean Monthly
Temperature
(degrees F)
Daylight
Hours ! 12
Heat Index
Calculated
PET
(inches)
January
41.1
0.86
1.02
0.27
February
44.1
0.85
1.57
0.44
March
51.5
1.03
3.22
1:19
April
60.3
1.09
5.67
2.38
May
68.3
1.22
8.26
4.05
June
76.3
1.22
11.17
5.69
July
79.9
1.24
12.57
6.60
August
78.3
1.16
11.94
5.87
September
72.0
1.03
9.57
4.05
October
61.3
0.97
5.97
2.24
November
51.5
0.85
3.22
0.99
December
44.1
0.84
1.57
0.43
Total =
75.74
34.21
SFR-LRW 9-08

SFR Precipitation Work he t
Project Name: 2206 Shaw Road SFR
Location of Precipitation Data: Raleigh AP
Starting Year of Data Record: 1984/1985
Ending Year of Data Record: 2021
Period of Record (years): 37/38
Source of Data: NC CRONOS
80th Percentile Annual Precipitation: 59.93
January
February
March
April
May
June
July
August
September
October
November
December
Total =
SFR-LRW 9-08
Mean Monthly
Precipitation
% of Mean
Annual
Precipitation
80th
Percentile
Monthly
Precipitation
3.49
7.73
4 63
3.07
6.80
4.07
3.91
8.66
5.19
3.35
7.42
4.45
3.42
7.57
4.54
3.73
8.26
4.95
4.93
10.92
6.54
4.84
10.72
6.42
4.66
10.32
6.18
3.28
7.26
4.35
3.29
7.29
4.37
3.19
7.06
4.23
45.16
100.00
59.93

SFRlrrigatttorl Area Calculation Worksheet (15A NCAC 02T _0600 ONLY)
Project Name: 2206 Shaw Road SFR
Design Flow
SFR Loading Rate Group:
Limiting Soil Km =
Drainage Coefficient =
360 gal/day
C
0.009 inch/hour
0.500
Drainage Rate = 0.113316
Annual Hydraulic
Loading Rate = 17.72 inch/yr
Irrigation Area = 11,897 square ft
= 0.27311 acres
inch/day (Formula: K * Drainage Coefficient * 24)
Number of
Days In the
Month
PET (inlmo)
Vertical
Drainage
(inlmo)
80th Percentile
Monthly
Precipitation
(Inlmo)
Maximum
Allowable
Irrigation
(inlmo)
Maximum
Allowable
Irrigation
(gallons/day)
Maximum
Allowable
Irrigation
(gallonslmonth)
0
January
31
0.27
3.51
4.63
0.00
0
February
28
0.44
3.17
4.07
0.00
0
0
March
31
1.19
3.51
5.19
0.00
0
0
April
30
2.38
3.40
4.45
1.34
330
9,911
May
31
4.05
3.51
4.54
3.03
724
22,442
June
30
5.69
3.40
4.95
4.14
1,024
30,734
July
31
6.60
3.51
6.54
3.57
854
26,476
August
31
5.87
3.51
6.42
2.96
707
21,922
September
30
4.05
3.40
6.18
1.26
312
9,365
October
31
2.24
3.51
4.35
1.40
335
10,385
_ November
30
0.99
3.40
4.37
0.02
6
165
December
31
0.43
3.51
4.23
0.00
0
0
TOTAL = 365 34.21 41.36 59.93
Formulas: (Max. Allowable Irrigation) = (PET) + (Drainage) - (Precipitation)
SFR Loading Rate Table
SFR
Loading
Rate
Group
Maximum Annual
Loading Rate
(inlyr)
Low - High
Geometric Mean
K8Bt Range
(Inlhr)
Low - High
SFR-A
26.0 - 50.0
>0.05
SFR-B
19.5 - 26.0
0.015 - 0.05
SFR-C
13.0 -19.5
0.003 - 0.015
SFR-D
0.0 -13.0
0.0 - 0.003
Assignment to a SFR Loading Rate Group for each 15A NCAC 02T .0600
permit application shall be determined by the geometric mean of insitu
saturated hydrualic conductivity data collected in the most restrictive
horizon for each soil mapping unit within the irrigation area.
SFR-LRW 9-08
17.72
4292.66
131,400
Required Flow
2 bedrooms
240 gal/day
87,600 gal/yr
3 bedrooms
360 gal/day
131,400 gal/yr
4 bedrooms
480 gal/day
175,200 gallyr
5 bedrooms
600 gaVday
219,000 gal/yr
6 bedrooms
720 gal/day
262,800 gal/yr
Maximum allowable Irrigation: 131,400 galtyr
The Maximum Allowable Irrigation number must be
greater than or equal to the required flow.

Appendix E
Soil Fertility Analysis

4D E
rn to m
N cmi
0 e
x ,5 C
z u.
u ° Q
-Li et
mo
ai
cc m
n
d • OD
-C c
r
Grower: Evan Morgan
o o
cn n
O Nc _
▪ v °° 0Z
�'� o _a N E
p Co T
03
C m m L
a c . ..
T E H
o Z C
T •L
co
ca a 0
A
s
m
a
co
Analytical Method(s):
SOIL ANALYSIS REPORT
0
0.
a
0
Date Ot Analysis: 04/06/2021
Date Received: 04/05/2021
co
-
1r
E
a.
• C
oi
o Z
cma
E
Wb_7
O
z
m
0
a
a
O .
N
N
E
2
▪ g'
2
CO
CO
E
fA
a0
0
m
0
re
J T
II
v U
M
2
0
0
0
00..
a
a
0:
a
n
I.-
"
U
N Z
o W
coV
m
0
a
T J
a At
3E
z
c17.3
0
0
mp
d
13
N IL
Q)
Soluble Salts
J
9
Q
0
N
C
A
rc
✓ E
a
Q.
.
0)
II
r• 0
o z
2
0
0
2
0
N
a
z
Percent Base Saturation
14
a
a
2 • E
a
0
o.
0p�
z R
cr
Z
a
Y
Lo
(xi
7
II
n U
z
CD
o
Z�
N
0
heat
CV
j
Analysis prepared by: Waypolyd Analytical Virginia, Inc.
Pauric Mc Groary Ph.D., CPAg

Fill Application Plan
The following outlines the guidelines for choosing and installing the required fill material for the
proposed waste water disposal system. If there are any questions regarding these guidelines, design
and installation personnel should contact Three Oaks Engineering (Three Oaks) for clarification.
These guidelines are presented as Three Oaks professional opinion and are not dictated by the NC
DWR. However, the NC DWR retains the right to determine what constitutes suitable fill material
and installation thereof, as the regulatory authority responsible for permitting this waste water
disposal system.
Surface water diversion:
The existing roadway ditches and deep channel will divert surface waters around the application area.
Fill material composition:
The fill material should consist of mineral soil with a textural classification of sandy loam similar in
textural feel as the existing surface within the application area. It shall consist of no more than 10
percent of rock fragments (> 2 min in size), organic material, etc. Once a source of fill material is
found, a sample should be submitted to Three Oaks personnel so that a particle size analysis can be
conducted.
Note: Before any earth moving activities are conducted on site, Three Oaks should be contacted
to mark the fill area boundary and inspect the moisture content of the soil. If the soils are too
saturated, no tillage may occur. This inspection is to avoid compacting the application area. All
site work should be conducted machinery with tracks instead of pneumatic tires.
1. Clear and grub the site by hand in such a manner as to minimize soil loss and compaction.
2. Remove vegetation less than 8 inches in diameter from the drip dispersal area.
3. The existing ground surface should be lightly tilled to scarify the surface, and should extend
at least five (5) feet beyond the intended irrigation area on all sides.
4. Four (4) inches of fill material should be applied to the disposal area and tilled into the
existing soil at a two to three (2-3) inch depth.
5. Another four (4) inches should be applied to the area and lightly rolled with a lawn roller
filled approximately one third (1/3) full of water (or equivalent technique). The soil should
not be overly compacted during this process.
6. At this point, the total depth of fill should be at least eight (8) inches above the initial ground
surface. If eight (8) inches has not been achieved, continue applying fill as outlined in step 3
until a minimum of eight (8) inches is present.

7 The fill material should extend five feet beyond the proposed disposal area and blend into the
natural contours of the site. From this point, the fill should be tapered down to the
surrounding ground surface with a berm slope not to exceed a 1:8 rise to run ratio. In other
words, there should not be any more than one (1) inch of rise for every four (8) inches of run,
mating the berm sixty-four (64) inches wide at a minimum for the proposed eight (8) inches
of proposed fill.
8. Avoid placing fill material under the drip line of any trees that are to be left within the drip
dispersal area to prevent tree depth.
Turf option:
The entire area should be temporarily seeded with an appropriate turf species for the area, covered
with hay or other suitable temporary cover that will both protect the seed and soil from erosion while
the pine/hardwood duff layer is regenerated. Temporary irrigation should be provided to the area so
that a suitable stand of turf takes root. Care should be taken not to erode the installed fill.
Mulch option:
If a mulch cover is chosen, Three Oaks personnel should be contacted for a visual inspection of the
fill material once it has been put into place, but before mulch is applied. Once formal approval has
been granted that the site meets the design criteria, drip tubing may be installed on top of the fill.
After the tubing is in place, Three Oaks should be contacted to conduct another visual inspection of
the drain lines prior to the mulch being applied. Once formal approval is given on the installation of
the drain lines, then the mulch may be applied. The mulch should not exceed a depth of two (2)
inches. The site must be maintained with a continuous cover of mulch at all times until the
pine/hardwood duff layer is regenerated. If bare soil is exposed in any part of the application area it
must be recovered with mulch. If it is determined that the mulch is not acting as an adequate erosion
protection technique, it should be replaced with a stand of turf.

Bruce Porter and Melanie Beth Brown -Porter
2206 Shaw Road, Durham
Durham County North Carolina
Specifications
l %`%% VI
.
SEAL
17069 =
3sNG1 lK •• \4'%
.E MAGG? WVZ°
MacConnell & Associates, P.C.
501 Cascade Pointe Lane, Suite 103
Cary, North Carolina 27513
P.Q. Box 129
Morrisville, North Carolina 27560
Phone: [phone]
Fax: [phone]

Table of Contents for Specifications
Excavation and Backfilling 1
Septic, Recirculation, and Field Dosing Tank Installation and Testing 2
Piping Installation and Testing 4
E-Z Treat Dosing Pump 4
Field Dosing Pump 4
EZ Treat Combo Control Panel 4
E-Z Treat Treatment Unit Installation 5
Effluent Bypass Valve 5
Denitrification Assembly 5
Hydraulic Unit Installation 5
Drip Irrigation Line Installation 5
Fill Application Plan ..7
Ultraviolet Disinfection Unit 7
Rain Sensor 7

Project Specifications
Excavation and Backfilling
1. Excavated materials acceptable as backfill shall be stockpiled in a location approved by the
Owner. The materials shall be located away from the edge of any excavations. Excavated
materials shall not be stored within the driplines of existing trees.
2. All open excavations shall be barricaded when construction in the area has stopped. Night
barricading should include posted warning lights.
3. Protect existing structures, utilities, sidewalks, pavement, and other facilities from damage
caused by settlement, lateral movement, undermining, washout, and other hazards created by
earthwork operations. Protect root systems from damage or dry -out to the greatest extent
possible.
4. Soil materials shall be free of boulders, roots, sod, organic matter, and frozen material.
5. Bedding materials for pre -cast concrete structure installation shall be #57 washed stone to the
dimensions and depth shown on the construction drawings.
6. All excavation is unclassified and includes excavation to subgrade elevations indicated on the
construction drawings regardless of character of materials and obstruction encountered. In the
event that rock is encountered, the Contractor shall remove it at no additional cost to the owner.
7. Stability of excavations shall be maintained by sloping of the sides and shall comply with local
codes, ordinances, and requirements of agencies having jurisdiction. Where space restrictions
prevent sloping of the sides, shoring and bracing of the walls shall be employed in full
compliance with OSHA requirements. In the case of pipe installations, sheeting shall remain
in place until backfilling progresses to a stage where no damage to the pipe will result from
removal.
8. The Contractor shall attempt to prevent surface and subsurface water from flowing into
excavations. The Contractor shall provide equipment, materials, and work necessary to
dewater any accumulation of water in the excavation to prevent softening of the soils,
undercutting of footings, and changes to the soils detrimental to the stability of the
improvements.
9. Excavations for structures shall conform to dimensions and elevations shown on the
construction drawings within a tolerance of plus or minus 0.10 feet and to the standards of
ASTM C891-90.
10. Backfill shall be installed to excavated spaces in 8-inch lifts and tamped by hand or
pneumatically around pipe or structures. Tamping shall be performed evenly on both sides of
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: A48202.00

pipe and around sides of structures to a depth such that damage to the pipe or structures is
avoided as a result of subsequent methods of compaction. Extreme care shall be exercised in
backfilling operations to avoid displacement of pipe and structures either horizontally or
vertically. Backfill consolidation by ponding water is not permitted. Compaction of each layer
of backfill and the top 6 inches of subgrade shall achieve a 90 percent maximum dry density
as measured by AASHTO method T-99.
11. Remove all waste materials including unacceptable excavated material, trash, and debris and
legally dispose of it off Owner's property. Where settling is measurable or observable at
excavated areas during project warranty period, the Contractor shall remove surface finish, add
backfill material, compact, and replace surface treatment to a quality and appearance matching
adjacent areas of previous work.
12. Site specific excavation and backfilling requirement shall also comply as shown on the
construction drawings.
Septic, Recirculation, and Field Dosing Tank Installation and Testing
1. Septic tanks shall conform to criteria in 15A NCAC 18A .1952-.1954. The septic,
recirculation/ field dosing tanks should be installed on a 6-inch minimum layer of No. 57
washed stone aggregate.
2. Place bell ends of pre -cast sections or the groove end of the concrete facing down. In
preparation for making joints, all surfaces of the portion of the section to be jointed and the
factory -made jointing materials shall be clean and dry. Each joint, seam, and pipe penetration
inside and outside of joints shall receive liberal applications of non -shrink grout as well as
liberal amounts of bitumastic waterproof sealant.
3. Lifting holes and other penetrations of the pre -cast structure wall shall be sealed with
nonshrinking grout. Pipe connections shall be made so that the pipe does not project beyond
the inside wall of the structure. Grout connections as necessary to make smooth and uniform
surfaces on the inside of the structure.
4. Before placing any tank into operation, remove any dropped grout, sand or other imperfections
and obstructions from the interior of the structure. Specifically, the inside walls of the tank
shall be smooth and uniform. Smooth -finish inverts so that wastewater flow is confined and
directed through the inlet and outlet pipes with easy transition.
5. Tanks shall be backfilled in accordance with the applicable specifications herein before
described.
6. All pipe penetrations shall be through Press -Seal Cast -A -Seal 402 rubber connectors or
approved equal.
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: A48202.00
2

7. All joints (mid -seam, top -seam) shall be sealed using Concrete Sealants butyl sealant #CS-102
meeting ASTM C-990.
8. All service access openings will be a minimum of 24 inches. Exceptions may be made on a
case by case basis with E-Z Treat's and engineer's prior written approval. All access openings
shall be fitted with E-Z Set riser assemblies.
9. A 24-hour static water test, in accordance with ASTM standards, shall be performed on all
precast tanks in order to insure they are water tight.
a. The testing shall be performed in the presence of the engineer or his representative.
b. Each tank shall be filled with water and the initial water level shall be measured.
c. At the end of the 24-hour period, the level of the water shall be measured again.
d. The engineer shall pass the tank if the water level did not drop more than 0.5 inches or if
the total volume of the displaced water is less than 1 percent of the total effective liquid
capacity of the tank.
e. Tanks may also be leak -tested by applying a vacuum of 5-inches of Hg with riser
assemblies in place.
f. Each failed tank shall be tested again. In the event that the tank does not pass the second
test, the Contractor shall remove and replace the tank at no additional cost to the owner.
10. Septic Tank and E-Z Treat Recirculation Tank shall meet the following additional criteria:
a. Minimum liquid depth of 36 inches.
b. Minimum airspace of 9 inches.
c. Length shall be at least twice as long as the width.
d. Septic tank shall be constructed with a baffle wall dividing the tank interior 2/3rd to 1/3`d.
The baffle wall shall be constructed to permit passage of effluent through a slot or holes
located between 45 and 55 percent of the interior depth.
11. Septic tank shall be fitted with a Sim Tech STF-110, Polylok PL —122, or Engineer approved
effluent filter that extends down to 50 percent of the liquid depth of the tank.
12. Septic tank shall be as specified on the constructions drawings.
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.G. Project No.: A48202.00
3

Piping Installation and Testing
1. Piping shall be PVC and of type and size as shown on the construction drawings. Piping shall
be installed with a minimum of three (3) feet of cover unless shown otherwise on the
construction drawings.
2. Piping shall be installed to be able to meet a pressure test whereby the pressure remains
constant for a minimum of two hours, and the allowable leakage is not more than 10 gpd/inch
of pipe diameter/mile.
3. Any line installed under a driveway shall be sleeved in Class 52 Ductile Iron Pipe or encased
in concrete and extend a minimum of 5 feet on either side and unless shown otherwise on the
construction drawings.
4. Forcemains installed under streams and driveways shall be sleeved in Class 52 Ductile Iron
Pipe.
E-Z Treat Dosing Pump and Control Panel
1. The E-Z Treat dosing pumps shall be one (1) Sta-Rite Step 30 1/2 horsepower multi -stage
submersible pump for operation on a single phase, 115 Volt service.
Field Dosing Pump
1. The field dosing pump shall be as specified on the construction drawings, or approved equal
by Engineer. The motor shall meet the horsepower requirement for operation on a single phase
service.
EZ Treat Combo Control Panel
1. The control panel shall be EZT-1 CD4Z-230-15 provided by E-Z Treat.
2. The control panel shall be in a NEMA 4X enclosure, installed in accordance with the
manufacturer's recommendations, and within 10 feet of the E-Z Treat treatment unit.
3. No splices may be placed in the pump tank or riser. All splices shall be made above ground in
a NEMA 4x junction box.
4. Control and alarm circuits shall be on separate circuits.
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: A48202.00
4

5. RMSYS telemetry control panel or equal shall be connected to a phone line. If the local health
department does not have access to the RIVISYS website, a direct interface must be provided.
System operator must be able to access the panel directly on site and shall be available with a
24 hour notice to the county in the event a direct connection is necessary.
6. The audible/visual alarms shall be external to any structure.
E-Z Treat Treatment Unit Installation
1. The E-Z Treat Treatment Units shall be installed in accordance with the manufacturer's
recommendations and as shown on the contract drawings.
Effluent Bypass Valve
1. The effluent bypass valve shall be by E-Z Treat and shall be installed in accordance with the
manufacturer's recommendations and as shown on the contract drawings.
Denitrification Assembly
1. Valves and piping back to the front of the septic tank shall be integral with the pod dosing
system.
Hydraulic Unit Installation
1. The E-Z Set Drip hydraulic unit shall be installed in accordance with the manufacturer's
recommendations and as shown on the contract drawings.
2. Electric solenoid zone valves shall be 1" (Model SVLVB-100).
3. Vortex filter shall be 1 1/2 " (Model AP4E-1.5F-3).
Drip Irrigation Line Installation
1. The drip irrigation lines shall be installed as shown on the construction drawings. The lines
shall be laid parallel to the existing contours and laid completely level.
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.C. Project No.: A48202.00
5

2. Emitter spacing shall be 24-inches. There shall be 3-feet of spacing between adjacent drip
lines.
3. Contractors shall ensure minimum disturbance of the soil in the wooded area. Weeds, trees
and bushes less than 2 inches in diameter shall be removed, whereas vegetation that has
diameter greater than 2 inches shall not be disturbed.
4. Harrow rake and backfill the soil if necessary. Native soil shall not be disturbed more than 1
inch into the soil profile.
5. Only rubber -tire, light -duty equipment shall be used in these areas.
6. No excavation for initial wastewater disposal field laterals shall occur while the project site is
wet.
7. The retained trees shall maintain a minimum of three (3) feet in radius clearance area where
no new soils shall be backfilled. Backfilled soils shall be gradually filled where the slope is
one (1) vertically and three (3) horizontally. Drip lines shall not be placed within the three (3)
feet clearance areas.
8. Retain as many well established trees as possible. Remove pine trees and retain hardwoods
preferentially where tree displacements are necessary.
9. Leaf and vegetation matter shall be raked from irrigation site.
10. The fill material shall have a soil texture of sand or loamy sand and shall be mixed with the
native soil to a depth of 6 inches on top of the existing soil surface to provide uniform surface
level.
11. Limitations of soil disturbance shall be clearly addressed to responsible personnel. Any
necessary disturbance that exceeds the soil disturbance limits shall be approved by engineer.
12. After completion of filling, backfilling, and grading, topsoil shall be spread uniformly to a
depth of not less than thirteen (13) inches over the seasonal high ground water level. Topsoil
shall be compacted lightly in an approved manner. The finished surface shall be in conformity
with the lines, grades, and cross -sections shown on the Contract Drawings, as well as free from
dips, bumps, and irregularities in alignment.
13. All fill and backfill shall be free from roots, wood scrap material, and other vegetable matter
and refuse. Fill and backfill shall be placed in layers not more than eight (8) inches thick, loose
except as specified otherwise herein, and each layer shall be compacted thoroughly and evenly.
14. For pipe trenches, fill and backfill, unless otherwise noted, shall be compacted to at least 90
percent of the maximum density at optimum moisture content, as determined by ASTM D
2167 (Modified Proctor Method).
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pieti ,atment
MacConnell & Associates, P.C. Project No.: A48202.00
6

15. The Contractor shall perform all grading in areas so indicated. Fill shall be brought to finished
grades indicated on the Contract Drawings and shall be graded so as to drain water away from
structures. Areas directly and indirectly affected by the construction work shall be graded to
provide proper drainage and surfaces suitable for the use of mowing machines.
16. Surplus material not required for completion of the construction work or unsuitable for filling,
backfilling, and/or grading shall be disposed of at the Contractor's expense in an approved spoil
area and in accordance with local ordinances.
17. Field specific installation shall be as shown on the drawings.
18. Drip lines shall be installed in a manner to minimize disturbance to the existing vegetation on
the disposal field.
Fill Application Plan:
Due to evidence of a perched water table ranging from 4-17 inches, a special fill application is
required. Please see fill application requirements provided by Three Oaks Engineering attached to
the back of this document.
Ultraviolet Disinfection Unit
1. The ultraviolet unit shall be installed in accordance with the manufacturer's recommendations
and as shown on the contract drawings. The unit shall be by E-Z Treat (Model E-Z UV 102)
or approved equal by engineer.
2. A visual alarm shall be provided that alerts the homeowner when the primary bulb fails. After
primary bulb failure, the backup bulb shall be good for 10,000 hours. Alarm panel shall be
mounted within 6 feet of ultraviolet casing.
3. Casing shall be filled with water prior to powering up lamps.
Rain Sensor
1. A Hunter Mini-Clik rain sensor shall be installed adjacent to the hydraulic unit in an area that
will receive precipitation (that is not covered by any trees).
Bruce Porter and Melanie Beth Brown -Porter
Surface Drip Irrigation with TS-II Pretreatment
MacConnell & Associates, P.G. Project No.: A48202.00
7

Fill Application Plan
The following outlines the guidelines for choosing and installing the required fill material for the
proposed waste water disposal system. If there are any questions regarding these guidelines, design
and installation personnel should contact Three Oaks Engineering (Three Oaks) for clarification.
These guidelines are presented as Three Oaks professional opinion and are not dictated by the NC
DWR. However, the NC DWR retains the right to determine what constitutes suitable fill material
and installation thereof, as the regulatory authority responsible for permitting this waste water
disposal system.
Surface water diversion:
The existing roadway ditches and deep channel will divert surface waters around the application area.
Fill material composition:
The fill material should consist of mineral soil with a textural classification of sandy loam similar in
textural feel as the existing surface within the application area. It shall consist of no more than 10
percent of rock fragments (> 2 mm in size), organic material, etc. Once a source of fill material is
found, a sample should be submitted to Three Oaks personnel so that a particle size analysis can be
conducted.
Note: Before any earth moving activities are conducted on site, Three Oaks should be contacted
to mark the fill area boundary and inspect the moisture content of the soil. If the soils are too
saturated, no tillage may occur. This inspection is to avoid compacting the application area. All
site work should be conducted machinery with tracks instead of pneumatic tires.
1. Clear and grub the site by hand in such a manner as to minimize soil loss and compaction.
2. Remove vegetation less than 8 inches in diameter from the drip dispersal area.
3. The existing ground surface should be lightly tilled to scarify the surface, and should extend
at least five (5) feet beyond the intended irrigation area on all sides.
4. Four (4) inches of fill material should be applied to the disposal area and tilled into the
existing soil at a two to three (2-3) inch depth.
5. Another four (4) inches should be applied to the area and lightly rolled with a lawn roller
filled approximately one third (1/3) full of water (or equivalent technique). The soil should
not be overly compacted during this process.
b. At this point, the total depth of fill should be at least eight (8) inches above the initial ground
surface. If eight (8) inches has not been achieved, continue applying fill as outlined in step 3
until a minimum of eight (8) inches is present.

7. The fill material should extend five feet beyond the proposed disposal area and blend into the
natural contours of the site. From this point, the fill should be tapered down to the
surrounding ground surface with a berm slope not to exceed a 1:8 rise to run ratio. In other
words, there should not be any more than one (1) inch of rise for every four (8) inches of run,
making the berm sixty-four (64) inches wide at a minimum for the proposed eight (8) inches
of proposed fill.
8. Avoid placing fill material under the drip line of any trees that are to be left within the drip
dispersal area to prevent tree depth.
Turf option:
The entire area should be temporarily seeded with an appropriate turf species for the area, covered
with hay or other suitable temporary cover that will both protect the seed and soil from erosion while
the pine/hardwood duff layer is regenerated. Temporary irrigation should be provided to the area so
that a suitable stand of turf takes root. Care should be taken not to erode the installed fill.
Mulch option:
If a mulch cover is chosen, Three Oaks personnel should be contacted for a visual inspection of the
fill material once it has been put into place, but before mulch is applied. Once formal approval has
been granted that the site meets the design criteria, drip tubing may be installed on top of the fill.
After the tubing is in place, Three Oaks should be contacted to conduct another visual inspection of
the drain lines prior to the mulch being applied. Once formal approval is given on the installation of
the drain lines, then the mulch may be applied. The mulch should not exceed a depth of two (2)
inches. The site must be maintained with a continuous cover of mulch at all times until the
pine/hardwood duff layer is regenerated. If bare soil is exposed in any part of the application area it
must be recovered with mulch. If it is determined that the mulch is not acting as an adequate erosion
protection technique, it should be replaced with a stand of turf.

Z:\T-Drive (Projects)\Library\2021\A48202.00 - Porter, Bruce - 2206 Shaw Rd. Durham - TS-II Surface Drip\Drawings\A48202.00 - Cover.dwg Aug 16, 2021 1:08pm
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS 11 PRETREATMENT
DURHAM COUNTY, NC
GLENb1STONE
MS
s Gorman
-
STLILWODD
Rocky !alai
Southern
H
Schaal
GATEWOOD
FOREST
Oak Grove
�i
EaD
RAV ENSTONE
Redwood
2206 !w Rd,
Durham, NC 27704
E1.15
Falls Lake.
Falls Lake State
Recreation Area
AO"
14e44-f. CD. PARKER
•
•
r
BOULDER Lf
VICINITY MAP
PROJECT MANAGEMENT
COPYRIGHT C. 2021
PROJECT No. A48202.00
2206 SHAW RD.
DURHAM, NC 27704
PARCEL ID: 193913
SCHEDULE OF DRAWINGS:
C-100
C-101
C-102
C-103
D-101
D-102
D-103
E-101
LICENSE
No. C-1039
COVER SHEET
TREATMENT SCHEMATIC AND
PROFILE
OVERALL SITE PLAN
SITE LAYOUT
FORCE MAIN PLAN AND PROFILE
DETAILS -1of3
DETAILS -2of3
DETAILS -3of3
ELECTRICAL DETAILS
MacCONNELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P. O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
Pizza Nfla at
Herlage Grill
DUrffi kanf it F40
LJ
c'u a Rand.; Rd
i- .1-Yft)fQ
•
1e}
krcil
•
220f glw Rd.
Durham, NC 27704
507.34
jru
Er
3
LOCATION MAP
MAY 25, 2021
NO.
DATE
08/16/21
REVISIONS
DESCRIPTION
REV. PER DWR
SHEET
C-100, C-102
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT

C:\Users\CHRISS 1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Base.dwg Aug 16, 2021 1:09pm
NOTES
1. PARCELS AND TOPO PROVIDED BY NC ONE MAP. SITE PLAN INFORMATINO PROVIDED BY OWNER.
2. SUITABLE SOIL BOUNDARY BY THREE OAKS ENGINEERING.
3. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL TRADES AND SUBCONTRACTORS. CONTRACTOR IS ALSO RESPONSIBLE FOR FIELD VERIFYING DIMENSIONS,
ELEVATIONS, AND LOCATIONS OF ALL EXISTING CONDITIONS AND UTILITIES.
4. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SOIL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS.
5. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE OSHA, NCDOT AND SAFETY REQUIREMENTS.
6. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL CONSTRUCTION DAMAGE EXPEDITIOUSLY AND AT NO ADDITIONAL COST TO THE OWNER.
7. LOCATION OF DRIPPER LINES AS SHOWN ARE APPROXIMATE. LINES SHALL LAY PARALLEL TO CONTOURS © 3FT. MIN. ± 61N. SPACING AS SITE CONDITIONS ALLOW.
8. SUPPLY AND RETURN LINES MAY BE LAID IN SAME TRENCH. SEPARATION IS FOR ILLUSTRATION PURPOSES ONLY.
9. LAYOUT OF THE APPLICATION AREA IS BASED ON FIELD DELINEATION OF SOILS AREA BY A LICENSED SOILS CONSULTANT. ANY CHANGE IN LAYOUT BY THE
CONTRACTOR OUTSIDE THE DELINEATED AREA SHALL BE APPROVED BY THE SOILS CONSULTANT AND THE ENGINEER.
10. DRAIN ALL ROOF AND TOE DRAINS AWAY FROM DRIP FIELD AND TREATMENT UNITS.
11. PROVIDE MINIMUM 100 FEET OF SEPARATION FROM ANY WELL AND TREATMENT AND DISPOSAL SYSTEMS.
12. NO SWIMMING POOL SHALL BE INSTALLED WITHIN 15 FEET OF IRRIGATION SITE.
13. PROPOSED DWELLING AND DRIVEWAY LOCATIONS ARE APPROXIMATE. ACTUAL LOCATIONS SHALL BE DETERMINED BY ARCHITECT. DO NOT DISTURB SOIL OR STORE
BUILDING MATERIALS ON PROPOSED SEPTIC FIELD.
14. MANIFOLDS AND VALVES HAVE BEEN INCREASED IN SIZE FOR CLARITY. CONTRACTOR SHALL NOT INSTALL ANY PIPING OR VALVES WITHIN THE 50' PROPERTY LINE
SETBACK OR 10' PROPERTY LINE SETBACK WITH WAIVER.
15. 100 YEAR FLOOD ELEVATION IS 262' PER FEMA PANEL 3720087200J.
16. RAIN SENSOR TO BE MOUNTED ON CONTROL PANEL.
OPERATING REGIME FOR DRIP IRRIGATION SYSTEM
SYSTEM IS DESIGNED AND CONTROLS (MICROPROCESSORS) ARE PROVIDED TO DOSE THE E-Z TREAT FILTER WITH 34 GALLONS OF SEPTIC TANK EFFLUENT EVERY 14-20
MINUTES. THE MICROPROCESSOR WILL ALSO ACTIVATE THE DRIP IRRIGATION PUMP AND ASSOCIATED CONTROL VALVE TO DOSE THE DRIP IRRIGATION ZONES AT A PRE-SET
TIME. FLOW TO THE DRIP IRRIGATION FIELD IS SET AS SHOWN ON THE GEOFLOW FIELD DOSING TABLE.
PUMPED DRIP IRRIGATION FLOW SHALL PASS THROUGH A FLOW METER. WHEN THE PREPROGRAMMED VOLUME IS REACHED THE ACTIVE PUMP WILL BE DE -ENERGIZED.
THE PUMP WILL ALSO DE -ENERGIZE IF THE LOW WATER LEVEL "PUMP OFF" SWITCH IS ACTIVATED.
IF THE HIGH WATER LEVEL "ALARM" FLOAT SWITCH IS ACTIVATED, THE SYSTEM WILL BEGIN ITS OPERATION OF DELIVERING THE PREDETERMINED DOSE VOLUME, AND SHALL
ALSO ENERGIZE THE AUDIBLE AND FLASHING ALARM FIXTURES. (ONCE ENERGIZED, THE FLASHING AND AUDIBLE ALARM UNITS WILL ONLY BE RESET MANUALLY OR BY
REACHING LOW LEVEL CONDITIONS.)
THE MICROPROCESSOR WILL ALSO CONTROL THE PERIODIC BACK WASHING OF THE VORTEX FILTER AND THE FLUSHING OPERATION OF THE SUB -FIELD LATERAL NETWORK.
FILTER BACK WASHING SHALL OCCUR AT THE END OF EACH DOSE CYCLE. SYSTEM LATERAL FLUSHING SHALL OCCUR WHEN THE MICROPROCESSOR SENSES RECOGNITION
OF A PRESET ELAPSED TIME SINCE LAST SYSTEM FLUSH (USUALLY 28 DAYS). THE SYSTEM SHALL BE CONFIGURED TO ALLOW FOR MANUAL INITIATION OF BACK WASHING
FILTERS OR SUB -FIELD SYSTEM FLUSHING.
THE DRIP PANEL MICROPROCESSOR MAY LOG AND RECORD FOR LATER RETRIEVAL CYCLES DOSED BY ZONE AND ANY ALARM CONDITION.
RAIN SENSOR SHALL DEACTIVATE PUMPING TO FIELD WHEN IT "SENSES RAIN."
THE MAIN PUMP CONTROL PANEL SHALL INCLUDE, BUT NOT BE LIMITED TO, AN "AUTO/MANUAL" SYSTEM CONTROL SWITCH, STOP/START SWITCH FOR EACH PUMP,
NON-RESETTABLE ELAPSED TIME RECORDER FOR EACH PUMP, AND INDIVIDUAL PUMP RUN LIGHTS.
THE MAIN PUMP CONTROL PANEL SHALL BE A NEMA 4X ENCLOSURE. ALL SUPPORTING CONTROL UNITS, IF NOT HOUSED WITHIN THE MAIN PUMP CONTROL PANEL, SHALL
BE IN A SEPARATE NEMA 4X ENCLOSURE.
4" SCH. 40 PVC
- DWELLING -
- DWELLING -
F.F.E. +310.0'
(ASSUMED)
(10'-0" MIN. )
FIN. GRADE +308.0'
4" SCH. 40k PVC ® 2.00% MIN.
+307.0' (DWELLING)
NOTES:
1,000 GALLON
SEPTIC TANK
E-Z TREAT
POD FILTER
1,000 GALLON
E-Z TREAT
RECIRCULATION
TANK
CP
1-1/4" SCH. 40 PVC RETURN
FROM FIELDS
GROUND EL. +304.0'
INV. EL.
+3015'
EL.
f 301 .3'
1,000 GALLON
SEPTIC TANK
1. TANK LOCATIONS ARE NOT TO SCALE SO AS TO
SHOW EACH TREATMENT ITEM.
2. ALL GRAVITY LINES SHALL BE 2% SLOPE MIN.
3,500 GALLON FIELD
DOSING/STORAGE
TAN K
HYDRAULIC
UNIT
ZONE
VALVES
E-Z TREAT
POD FILTER
INV.EL.
+301 .7'
INV.EL. BYPASS
+301.1' 0 INV.EL.
f 301.0'
1,000 GALLON
E-Z TREAT
RECIRCULATION TANK
4" SCH. 40 PVC
GROUND EL. +304.0'
lr
INV.EL.
+300.5'
LEGEND
FORCE MAIN
GROUND
GRAVITY LINE
FLOW DIRECTION 1-
1 -1 /4" SCH. 40 PVC SUPPLY TO ZONE 1
1 1 /4" SCH. 40 PVC SUPPLY TO ZONE 2
1-1/4" SCH. 40 PVC SUPPLY TO ZONE 3
1 1/4" SCH. 40 PVC RETURN LINE FROM ZONE 1, 2, & 3
3,500 GALLON
DOSING/STORAGE TANK
4" SCH. 40 PVC
TREATMENT SYSTEM SCHEMATIC / PROFILE
C-101 NTS
HYDRAULIC
UNIT
ZONE
VALVES
TO ZONES
1,2 AND 3
HIGHEST POINT
ON IRRIGATION
FIELD = +304.0'
LEGEND
E
x
WL
s•
CO
CP
EZRT
E-Z
FDT
ST
HU
uv
N
ZV
IPF
0
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
CONTOURS - INDEX
CONTOURS - INTERMEDIATE
DRAIN FIELD (SEPTIC) AREA
ELECTRIC LINE
EXISTING FENCE
WETLANDS
EDGE OF PAVEMENT
100 YEAR FLOOD PLAIN
EXISTING STREAM
INITIAL DRIP LINES (FLAGGED)
INITIAL DRIP UNES (UNFLAGGED)
RETURN LINES
SUPPLY UNES
i DIVERSION BERM
SOIL MAPPING BOUNDARY
RETURN MANIFOLD
SUPPLY MANIFOLD
CLEAN OUT
CONTROL PANEL
E-Z TREAT RECIRC. TANK
E-Z TREAT TREATMENT UNIT
FIELD DOSING TANK
SEPTIC TANK
HYDRAULIC UNIT
ULTRAVIOLET DISINFECTION
METER
ZONE VALVE
IRON PIPE FOUND
POWER POLE
EXISTING TREE
REVISIONS
NO. DATE
DESCRIPTION
1
08/16/21
PER DWR
PROJECT MANAGER:
GSM
DRAWN BY:
JDH
PROJECT ENGINEER:
AVF
CHECKED BY:
GSM
DATE:
MAY 25, 2021
LICENSE
No. C-1039
MacCOT\T ELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
TREATMENT SCHEMATIC AND
PROFILE
PROJECT NUMBER
A48202.00
DRAWING NUMBER
C-100
COPYRIGHT © 2020
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT

Users\CHRISS
EXISTING
DWELLING
/
/
I
500' SETBACK FROM
TREATMENT/DISPOSAL
WsC
co
s
• �\
•
/
WsB
/
//
- 7`--*
/ N
COMPLIANCE BOUNDARY AT
PROPERTY LINE PER
15A NCAC 02L .0107 (i)
/
/ REVIEW BOUNDARY AT
MIDWAY POINT BETWEEN
COMPLIANCE BOUNDARY AND
WASTE BOUNDARY PER 15A
NCAC 02L .0108
6�2.061
\ 04 S0
29°
/
/
/
/
APPROXIMATE LOCATION
OF PROPOSED DRIVEWAY
310
• 19W
\ \\ s°pHAWRD
/
/
/
I I
/
/
/7/7
y /
///7
////
N
/N \\
N
SURFACE IRRIGATION
DRAI N FI ELD
TREATMENT SYSTEM
APPROXIMATE LOCATION
OF PROPOSED DWELLING
77
I
APPROXIMATE LOCATION
OF PROPOSED WELL
(100' SETBACK SHOWN)
-320
77
/
//
)(/
//
I
11
/
/
/
N
//
U)
31
WsE
N
�6.
Ni(
//
//
//
//
//
POND
OF EXISTING SOIL ROAD
N
WsB
50' TREATMENT
SETBACK
•
290
100 YEAR
FLOODPLAIN
40‘<
•
•
500' SETBACK FROM
TREATMENT/ POsSAL
EXISTING
INTERMITTENT
STREAM
EXISTING
DWELLING
0
•
z/
zzz j
//z
PfE
0
SOIL DESCRIPTIONS
WsB
White Store sandy loam, 2
to 6 percent slopes
WsE
White Store sandy loam, 10
to 25 percent slopes
GRAPHIC SCALE: 1" = 60'
30
60
120
180
LEGEND
WL
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
CONTOURS — INDEX
CONTOURS — INTERMEDIATE
DRAIN FIELD (SEPTIC) AREA
ELECTRIC UNE
DaSTING FENCE
WETLANDS
EDGE OF PAVEMENT
100 YEAR FLOOD PLAIN
DaSTING STREAM
INMAL DRIP UNES (FLAGGED)
RETURN UNES
SUPPLY UNES
DIVERSION BERM
CO
CP
EZRT
E—Z
FDT
ST
HU
UV
ZV
IPF
0
SOIL MAPPING BOUNDARY
RETURN MANIFOLD
SUPPLY MANIFOLD
CLEAN OUT
CONTROL PANEL
E—Z TREAT RECIRC. TANK
E—Z TREAT TREATMENT UNIT
FIELD DOSING TANK
SEPTIC TANK
HYDRAUUC UNIT
ULTRAVIOLET DISINFECTION
METER
ZONE VALVE
IRON PIPE FOUND
POWER POLE
EXISTING TREE
REVISIONS
NO.
DATE
DESCRIPTION
1
08/16/21 PER DWR
PROJECT MANAGER:
GSM
PROJECT ENGINEER:
AVF
DRAWN BY:
JDH
CHECKED BY:
GSM
DATE:
MAY 25, 2021
LICENSE
No. C-1039
MacCONNELL
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
OVERALL SITE PLAN
PROJECT NUMBER
DRAWING NUMBER
COPYRIGHT © 2020
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT

C:\Users\CHRISS 1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Base.dwg Aug 16, 2021 1:09pm
MAINTENANCE SCHEDULE
ITEM FREQUENCY TASK
SEPTIC TANK 3 - 6 MONTHS CHECK FOR SOLIDS ACCUMULATION,
BLOCKAGES, OR BAFFLE DAMAGE,
IN/EXFILTRATION, PUMP SEPTAGE.
CLEAN EFFLUENT FILTER.
12 MONTHS PUMP OUT ACCUMULATED SOLIDS IF
NECESSARY.
RECIRCULATION TANK
FIELD DOSING TANK
WEEKLY
3-6 MONTHS
12 MONTHS
CHECK PUMPS, CONTROLS, ALARMS,
ELAPSED TIME METERS.
CHECK FOR SOLIDS ACCUMULATION,
IN/EXFILTRATION.
PUMP OUT ACCUMULATED SOLIDS IF
NECESSARY.
SUPPLY LINES, FORCE MAINS 6-12 MONTHS CHECK FOR EXPOSED PIPE AND
LEAKAGE.
DISTRIBUTION FIELDS 2-4 WEEKS
3-6 MONTHS
MOW VEGETATIVE COVER IF APPLICABLE.
CHECK FOR EROSION, OR PONDING OF
EFFLUENT.
PUMPS, FILTER SYSTEM, MONTHLY
& DISTRIBUTION PIPING
CHECK FLOW METER READOUT AND
COMPARE TO RECORDED FLOWS,
CHECK PUMPS AND FILTER SYSTEM
FOR LEAKS.
QUARTERLY REMOVE FILTER COVERS AND INSPECT
FOR ACCUMULATION OF DEBRIS. CHECK
DIFFERENTIAL PRESSURE GAUGE
BEFORE AND AFTER FLUSHING (D.P.
SHOULD RETURN TO ORIGINAL
OPERATING D.P.) CHECK PUMPS FOR
ABNORMAL VIBRATION, TEST THE ALARM
FUNCTIONS.
SEMIANNUALLY REMOVE AND LUBRICATE 0-RINGS ON
FILTER CANISTER, REPLACE IF
DAMAGED, CLEAN 1-1/2" FILTER
SCREEN AT HYDRAULIC UNIT.
ANNUALLY REMOVE FILTER SCREEN AND REPLACE,
CLEAN USED FILTER SCREEN IN MILD
ACID SOLUTION AND STORE FOR NEXT
ANNUAL REPLACEMENT,
FLUSH FIELD SUPPLY AND RETURN
MANIFOLDS BY REMOVING
(UNSCREWING) AIR/VACUUM BREAKERS.
E-Z TREAT TREATMENT MONTHLY
SYSTEM
ANNUALLY
INSPECT CONTROL/ALARM PANEL,
PUMPING SYSTEM EFFLUENT
FILTERS/PUMP SCREENS, PROCESSING
TANK, AND E-Z TREAT POD FILTER.
(TREATMENT UNIT)
CHECK AND/OR REPLACE BATTERIES IN
FLOW METER. (IF APPLICABLE)
ULTRAVIOLET DISINFECTION 3-6 MONTHS
UNIT
WIPE (CLEAN) UV LAMPS.
CHECK INTENSITY AND REPLACE LAMP
WHEN REQUIRED.
BASE MAP INFO FROM:
THREE OAKS ENGINEERING
SITE PLAN INFO PROVIDED BY:
NC ONE MAP
BASIS OF DESIGN
BEDROOMS
GPD/BR
INITIAL DESIGN
FLOW (GPD)
FLOW
REDUCTION
FINAL DESIGN
FLOW (GPD)
3
120
360
0%
360
TREATMENT TABLE
E-Z TREAT PODS REQUIRED:
1
PODS
E-Z TREAT RE -CIRCULATION RATIO:
9
TIMES ADF
TOTAL E-Z TREAT FLOW PER DAY:
3376.6
GALLONS
E-Z TREAT RE -CIRCULATION CYCLES
PER
DAY:
99.31
CYCLES
E-Z TREAT VOLUME PER DOSE:
34
GALLONS
RE -CIRCULATION TIMER ON:
2.5
MINUTES
RE -CIRCULATION TIMER OFF:
12
MINUTES
RE -CIRCULATION DOSE CYCLE:
14.5
MINUTES
DENITRIFICATION GALLONS RETURNED:
993.1
GALLONS/DAY
DENITRIFICATION RETURN SETTING:
4
GPM
E-Z TREAT SURFACE AREA:
29
SQUARE FEET
E-Z TREAT LOADING RATE:
12
GPD/SQUARE
FOOT
GEOFLOW FIELD DOSING TABLE
NUMBER OF DOSES PER DAY/ZONE:
3
DOSES/DAY
TIMER ON. PUMP RUN TIME PER DOSE/ZONE:
6.41
MINS:SECONDS
TIMER OFF. PUMP OFF TIME BETWEEN DOSES:
7:53
HRS:MINS
PER ZONE - PUMP RUN TIME PER DAY/ZONE:
4:48
HRS:MINS
ALL ZONES - NUMBER OF DOSES PER DAY / ALL ZONES:
9
DOSES/DAY
ALLOW TIME FOR FIELD TO PRESSURIZE:
0:00:30
HRS/MINS/SECS
FILTER FLUSH TIMER:
0:00:20
HRS/MINS/SECS
DRAIN TIMER:
0:05:00
HRS/MINS/SECS
FIELD FLUSH TIMER:
0:01:00
HRS/MINS/SECS
FIELD FLUSH COUNTER:
63
CYCLES
TIMER REQUIRED TO COMPLETE ALL FUNCTIONS PER DAY:
2:01
HRS:MINS
DOSE VOLUME PER ZONE:
40
GPD
EFFLUENT LIMITS PER 15A NCAC 02T .0605
CARBONACEOUS BIOCHEMICAL OXYGEN
DEMAND
(CBOD):
<30
MG/L
TOTAL SUSPENDED SOLIDS (TSS):
<30
MG/L
AMMONIA NITROGEN - NH3-N
<15
MG/L
FECAL COLIFORM:
<200
/100
ML
NOTES
1. THE DRAINFIELD SHALL BE HAND CLEARED TO REMOVE SMALL
TREES AND UNDERBRUSH. LARGER TREES WILL REMAIN IN PLACE.
2. BLANK TUBING SHALL BE SPLICED INTO THE DRIP TUBING TO
WORK AROUND LARGE TREES.
3. TANKS SHALL BE SETBACK A MINIMUM 5' FROM DWELLING (15'
IF THERE IS A BASEMENT).
4. DRAIN ALL ROOF AND TOE DRAINS AWAY FROM TREATMENT
SYSTEM COMPONENTS AND DRIP FIELD.
5. CLEAR DRAIN FIELD AREA OF VEGETATION WITH HYDRO AXE AND
SAVE MULCH WITH EXISTING GRADE.
6. INSTALL DRIP TUBING ON SURFACE WITH LANDSCAPE STABLES.
PLACE MULCH ON TOP OF FIELD.
7. MAY PLANT VEGETATION BETWEEN LINES.
8. ALL DRIP LINES, TREATMENT AND STORAGE UNITS SHALL BE A
MINIMUM OF 50' FROM PROPERTY LINE.
9. ALL DRIP FIELD COMPONENTS SHALL BE ENCLOSED IN WIRE
FENCE WITHIN THE REQUIRED SETBACKS. SOME
COMPONENTSMAY BE SHOWN OUTSIDE FOR CLARITY.
10. FOLLOW SPECIAL FILL APPLICATION REQUIREMENTS PROVIDED BY
THREE OAKS ENGINEERING IN THE SOIL EVALUATIONS AND
SPECIFICATIONS. THE DEPTH OF FILL SHOULD BE SUCH THAT IT
WILL PROVIDE ONE FOOT (12 INCHES) OF VERTICAL SEPARATION
BETWEEN THE PERCHED SEASONAL HIGH WATER TABLE AND THE
GROUND SURFACE.
DRIP LINE SEGMENTS (ZONE 1)
LINE #
LENGTH
LATERAL #
LATERAL LENGTH
1
35'
1
-
2
40'
1
-
3
45'
1
-
4
50'
1
-
5
60'
1
-
6
65'
1
295'
7
75'
2
-
8
75'
2
-
9
75'
2
-
10
75'
2
300'
11
75'
3
-
12
75'
3
-
13
75'
3
-
14
75'
3
300'
15
75'
4
-
16
75'
4
-
17
70'
4
-
18
70'
4
290'
19
65'
5
-
20
60'
5
-
21
55'
5
-
22
55'
5
-
23
40'
5
-
24
40'
5
315'
TOTAL DRIP LINE LENGTH OF ZONE 1 1,500'
DRIP LINE SEGMENTS (ZONE 2)
LINE #
LENGTH
LATERAL #
LATERAL LENGTH
25
130'
1
-
26
130'
1
260'
27
125'
2
-
28
120'
2
245'
29
120'
3
-
30
120'
3
240'
31
115'
4
-
32
115'
4
230'
33
105'
5
-
34
100'
5
205'
35
100'
6
-
36
95'
6
195'
TOTAL DRIP LINE LENGTH OF ZONE 2 1,375'
DRIP LINE SEGMENTS (ZONE 3)
LINE #
LENGTH
LATERAL #
LATERAL LENGTH
37
95'
1
-
38
95'
1
190'
39
95'
2
-
40
95'
2
190'
41
45'
3
-
42
45'
3
-
43
45'
3
-
44
45'
3
-
45
45'
3
-
46
45'
3
270'
47
45'
4
-
48
45'
4
-
49
45'
4
-
50
45'
4
-
51
45'
4
-
52
45'
4
270'
53
45'
5
-
54
45'
5
-
55
45'
5
-
56
45'
5
-
57
45'
5
-
58
45'
5
270'
TOTAL DRIP LINE LENGTH OF ZONE 3 1,190'
TOTAL DRIP LINE LENGTH 4,065'
1-1/4" RETURN
FROM FIELD
DIVERSION
BERM
APPROXIMATE LOCATION
OF PROPOSED DRIVEWAY
UV (IN EZR-Q,,
EZ RT
/ /
/ /
/ /
/ /
/ /
/ /
/ /
/ /
ST
WIRE FENCE
(WETTED AREA
ENCAPSULATED
BY FENCE)
/
ZV/ M
HU
FDT
CP (WITH MOUNTED
E-Z RAIN SENSOR)
4" SCH. 40
PVC 10 MIN.
2% SLOPE
APPROXIMATE LOCATION OF
PROPOSED 3 BR DWELLING
ZONE 3
1-1/4" SCH. 40
PVC RETURN LINE
(3)
PVC SUPPLY LINES
ZONE 2
1-1 /4" SCH. 40
/
/
/
/
N
/
/
I
i
/
S
/
/
/
9•
/
/
06'
/
/
SEE NOTE #10 AND
SPECIFICATION
/ REGARDING FILL
/
/\k
/ \\ /
\
SUPPLY MANIFOLD
(TYP.)
/
/
RETURN MANIFOLD
(TYP.)
/
/
/
/
/
/
1-1/4" SCH. 40
PVC RETURN LINE
(2) 1-1 /4" SCH. 40
PVC SUPPLY LINES
c)
EXISTING SOIL ROAD
COMPLIANCE BOUNDARY AT
PROPERTY LINE PER
15A NCAC 02L .0107 (i)
REVIEW BOUNDARY AT MIDWAY
POINT BETWEEN COMPLIANCE
BOUNDARY AND WASTE BOUNDARY
PER 15A NCAC 02L .0108
GRAPHIC SCALE: 1" = 20'
0
10
20
40
60
NOTES
1. SEE C-101 FOR ALL GENERAL NOTES.
LEGEND
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
CONTOURS - INDEX
CONTOURS - INTERMEDIATE
DRAIN FIELD (SEPTIC) AREA
E ELECTRIC LINE
EXISTING FENCE
WL WETLANDS
EDGE OF PAVEMENT
100 YEAR FLOOD PLAIN
EXISTING STREAM
INITIAL DRIP LINES (FLAGGED)
INITIAL DRIP UNES (UNFLAGGED)
RETURN LINES
SUPPLY UNES
> > > DIVERSION BERM
SOIL MAPPING BOUNDARY
RETURN MANIFOLD
SUPPLY MANIFOLD
CO CLEAN OUT
CP CONTROL PANEL
EZRT E-Z TREAT RECIRC. TANK
E-Z E-Z TREAT TREATMENT UNIT
FDT FIELD DOSING TANK
ST SEPTIC TANK
HU HYDRAULIC UNIT
UV ULTRAVIOLET DISINFECTION
M METER
ZV ZONE VALVE
IPF IRON PIPE FOUND
RI) POWER POLE
0 EXISTING TREE
REVISIONS
NO.
DATE
DESCRIPTION
1
08/16/21
PER DWR
PROJECT MANAGER:
GSM
PROJECT ENGINEER:
AVF
DRAWN BY:
JDH
CHECKED BY:
GSM
DATE:
MAY 25, 2021
LICENSE
No. C-1039
MacCOT\T ELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
SITE LAYOUT
PROJECT NUMBER
A48202.00
DRAWING NUMBER
C-102
COPYRIGHT © 2020
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT

C:\Users\CHRISS 1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Base.dwg Aug 16, 2021 1:09pm
2
PROPOSED
3 BR
DWELLING
\ ZONE VALVES
x
1-1/4" SCH. 40 PVC
SUPPLY LINE TO HIGHEST
IRROGATION POINT
PLAN OF SUPPLY LINE
1 "=20'
- -296
298-
30
•xx
���x
x
x
x
. _SUPPLY MANIFOLD AT
HIGHEST IRRIGATION POINT
x_-
x
x
x
x
x
x
/
10-
10-
10-
10-
EXISTING GRADE
AIR RELEASE VALVE
AT HIGHEST POINT
ALONG FORCE MAIN
-31
-31
31
-31
I0-
10-
10-
10-
i
i
ZONE VALVES
0FM
FM--`
/
1-1/4"
aM
SCH. 40
SUPPLY LINE
FM
�,�,
�
/
31
-31
-31
-31
\ PM
SUPPLY
MANIFOLD
HIGHEST
IRRIGATION
POINT
FM
FM
10-
10-
10-
10-
21
21
21
-21
I
+95_nn
n+nn.nn
I I
I
i+nf_nn
V
V
V
9+nn.nn
V
9+5l.l
.
/
310.0 10.00
309.
308.
307.
306.
305.0
304.
c
0
0 302.
a)
Li
303.
301.
300.0
299.
298.
297.
296.
295.00
-0
HYDRAULIC PROFILE OF SUPPLY LINE
C-103 HORIZONTAL SCALE: 1 "=20' / VERTICAL SCALE: 1"=4'
9.00
8.00
7.00
6.00
05.00
4.00
3.00
x
c
0
1
2.00 0
LLI
1.00
00.00
9.00
8.00
7.00
6.00
95.00
0
/
/
/
0
/'
GRAPHIC SCALE: 1 " = 20'
10
20
40
60
NOTES
1. SEE C-101 FOR ALL GENERAL NOTES.
LEGEND
ADJACENT BOUNDARY
BOUNDARY (PROPERTY)
CONTOURS - INDEX
CONTOURS - INTERMEDIATE
DRAIN FIELD (SEPTIC) AREA
E ELECTRIC UNE
EXISTING FENCE
WL WETLANDS
EDGE OF PAVEMENT
100 YEAR FLOOD PLAIN
EXISTING STREAM
INITIAL DRIP UNES (FLAGGED)
INFIIAL DRIP UNES (UNFLAGGED)
RETURN UNES
SUPPLY UNES
DIVERSION BERM
• s SOIL MAPPING BOUNDARY
RETURN MANIFOLD
SUPPLY MANIFOLD
CO CLEAN OUT
CP CONTROL PANEL
EZRT E-Z TREAT RECIRC. TANK
E-Z E-Z TREAT TREATMENT UNIT
FDT FIELD DOSING TANK
ST SEPTIC TANK
HU HYDRAUUC UNIT
W ULTRAVIOLET DISINFECTION
M METER
ZV ZONE VALVE
IPF IRON PIPE FOUND
POWER POLE
0 EXISTING TREE
REVISIONS
NO.
DATE
DESCRIPTION
1
08/16/21 PER DWR
PROJECT MANAGER:
GSM
PROJECT ENGINEER:
AVF
DRAWN BY:
JDH
CHECKED BY:
GSM
DATE:
MAY 25, 2021
......... It
•
SEAL-
1/ 069 Z
%-S,g •ENGIN •'
LICENSE
No. C-1039
MacCONNELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
FORCE MAIN
PLAN AND PROFILE
PROJECT NUMBER DRAWING NUMBER
A48202.00 C-103
COPYRIGHT © 2020
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT

C:\Users\CHRISS 1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Details.dwg Aug 16, 2021 1:09pm
EFFLUENT BYPASS
VALVE BY E—Z TREAT
//%VAS/VAS/VAS/VA/VA/\/�
/\/\/\/\/
4" FROM FILTER POD
12"
FINISHED GRADE
A/A/V/
RECIRCULATION TANK SECTION
B
4" 90' BEND
4" TO
ULTRAVIOLET
DISINFECTION
UNIT
ALL TANKS
REQUIRE A 6"
THICK STONE
BASE (TYP.)
D-101 NTS
CLEAN
OUT
SEPTIC FLOW
1
D-101
n
CAST —A —SEAL 402
RUBBER BOOT
(TYP.)
12'
MIN. (TYP.)
3
F—
L-
DAVID BRANTLEY & SONS
1,000 GALLONS SEPTIC TANK
ST-502 OR APPROVED EQUAL
24"0 E—Z SET RISER W/COVER
(TYP. UNLESS OTHERWISE NOTED)
IF BELOW DRIVEWAY OR PARKING LOT THEN
USE ONLY H-20 TRAFFIC RATED DEVICES
108"
r
EFFLUENT
FILTER
FILTER
SERVICE
HANDLE
LI
3/4" TRU—UNION
BALL VALVE
7'-3-1/2" (TYP.)
\\— SPRAY NOZZLE
(TYP.)
3/4" CAP
(TYP. )
L
/ \
PRESSURE GAUGE 1 1/2" BALL VALVE
0 0 0 0 0 0 0 0 0 0
4" SCH. 40 PVC
90' ELBOW (TYP.)
UV CONTROL FIELD DOSING
PANEL CONTROL PANEL
4" SCH.
40 PVC
10
E—Z TREAT
CONTROL PANEL
CLEAN
OUT
FLOW
SEPTIC, RECIRCULATION, AND FIELD DOSING/STORAGE TANKS
NTS
24"0 E—Z SET RISER
W/COVER (TYP. UNLESS
OTHERWISE NOTED)
N
co
NOTE: FIELD VERIFY PRIOR
TO ORDERING RISERS
WATER LINE
N
I0
+I
\/VA/V///; , /
2" VENT --'—
3/4" —
PVC
BALL
VALVE
x
l 4
iv \\\\�
LJ
nu
OVA//VA/VA/VA//VA//VA<y
D
0
44" SCH. j40 PVC //AA
I
TO OUTLET
4"
J
2" X 6" BOARD WITH ALUMINUM
BRACKETS ATTACHED TO POD WITH
S.S. SCREWS TO ASSIST WITH
SOIL STABILIZATION (TYP. OF 4)
4" CPP (SEE SITE
PLAN FOR OUTLET)
3/4" SCH. 40
PVC RECIRC
LINE
FIN. GRADE
30"0 E—Z SET
7 RISER W/COVER
SEE GEN. NOTES
/
24 MESH SPIN
FILTER
1-1 /2" SCH. 40 PVC
PRECAST CONCRETE
"DONUT" (OPTIONAL)
(TYP.)
4" SCH. 40 PVC
DROP TEE (TYP.)
POLYLOK PL-122 EFFLUENT
FILTER, SIM/TECH STF-110, OR
ENGINEERS APPROVED EQUAL
�:.��,� ��,� ��,� "�"7�,I" I41I � I 341.7 ••L %� ��� ��� .�� I TI7 ,I ,I ,I ,I ,I ,I gI WaI , , O aO ,I a.I aIZ.Z�Z. ZOZO *Z..I
1/3 TANK LENGTH
z ;
0
-H
30"0 E—Z SET
RISER W/COVER
3/4" SCH. 40 PVC RECIRC. LINE
DAVID BRANTLEY & SONS
1,000 GALLONS RECIRCULATION TANK
PT 237 OR APPROVED EQUAL
UV UNIT
(SEE 2/D-103 FOR DETAIL)
3/4" SCH. 40
PVC RECIRC. LINE
12" MIN. LENGTH
FLEX PVC
TURBINE PUMP
SPIN FILTER
1-1 /2" SCH. 40
PVC BALL CHECK
VALVE (TYP.)
UV UNIT
(SEE 2/D-103 FOR DETAIL)
iVA//AA//AA///A//A//A//A//A/A/jN/AA//AA//AA/j
D
ALL TANKS REQUIRE A
6" THICK #57 STONE
BEDDING (TYP.)
0D SEPTIC TANK, RECIRCULATION TANK, AND FIELD DOSING/STORAGE TANK SECTIONS
D-101 NTS
4" X 2" REDUCER
30"0 E—Z SET
RISER W/COVER
HIGH WATER ALARM=8" FROM TOP
f=i
DOSE ENABLE=21" ABOVE FLOOR
PUMP OFF=18" ABOVE FLOOR
MERCURY FLOAT
SWITCHES (2)
1-1 /2" SCH. 40
PVC FLOAT TREE
STA—RITE HIGH HEAD
MULTI —STAGE SUBMERSIBLE
EFFLUENT PUMP CATALOG
NUMBER STEP 30 4 HP
(PREVIOUSLY PERMITTED)
•
II
3"
3/4"
UNION
3/1 6"
ANTI —SIPHON
HOLE (TYP.)
11
vIIuIi
fFROM
PUMP
3/4"
UNION
1-1 /2" ELBOW (TYP.)
1-1 /2" SCH. 40 PVC
FULL UNION (TYP.)
1 1/2" PVC
CHECK VALVE
1-1 /2" SCH. 40 PVC
LINE TO FILTER POD
SPIN FILTER SECTION
NTS
L
ih
3' ALL AROUND
E—Z TREAT POD FILTER SYSTEM
EFFLUENT BYPASS VALVE
W/FLOW RESTRICTOR TO
10 GPM
I II II
4" X 2" REDUCER
a -
I 4" SCH.
40 PVC
ll�
//VA//VA//�
_I11III III
12"
MIN.
w
in
10
9
1-1 /2" 0 SUPPLY LINE
4" 0 RETURN LINE
J
SELECT BACKFILL
FREE OF DEBRIS
-1=11
III III P
Ili I
I,
M 4 ifiaiei-.•616 6 0 6 •• �-•
ott. 5s s.�� 'fstase'tieifestOst s st st st st if s st s# s 'fst svo,..
4"0 CORRUGATED
SLOTTED DRAIN PIPE
6" THICK #57 STONE
BEDDING (TYP.)
POD SECTION
-4"0 CORRUGATED
SLOTTED DRAIN PIPE
I
min*
30"0 E—Z SET
RISER W/COVER
TURBINE
PUMP
DAVID BRANTLEY & SONS
3,500 GALLONS FIELD DOSING/STORAGE TANK
PT-484 OR APPROVED EQUAL
FLOAT TREE
(TYP.)
40
D
D
D-101
158"
ALARM LIGHT
CONTROL PANEL
(LOCATED WITHIN
10—FEET OF TANKS)
i0
DIRECT BURY
I CABLE TO PANE
/\/\/\/\/\/\/\/\/
aA .,\/\/\\ �\\ \ \ \\ \\ \\\\\\\/
\\\ 1 1/2 PVC \\\\\\
"
/ /
CHECK VALVE
1-1/2" SCH. 40
/��PVC FULL UNION
(TYP.)
■
1-1/2" SCH. 40 PVC
LINE TO FILTER POD
EFFLUENT BYPASS VALVE
BY E-Z TREAT
I I
NOTE: UV UNIT NOT
SHOWN FOR CLARITY. SEE /\
DETAIL 2, D-107
SEE RECIRCULATION TANK
SECTION DETAIL THIS SHEET
3" PVC STAND
1-1 /2" SCH. 40
PVC FULL UNION
\//VA//VA//VA//VA//VA//VA//VA//VA//VA//VA//VA//VA
/AAAAAAjAAjAAjAA�/VAA/VAAAAAAAA/ °r°
d
a d
FLOAT TREE BRACKET
3/1 6"ANTI—SIPHON
HOLE (TYP.)
SECONDARY TIMER
• HIGH WATER ALARM
t0
DOSE ENABLE
N • PUMP OFF
MERCURY FLOAT
SWITCHES (4)
1-1 /2" SCH. 40
PVC FLOAT TREE
STA—RITE HIGH HEAD MULTI —STAGE
SUBMERSIBLE EFFLUENT PUMP CATALOG
NUMBER STEP 20 (1/2 HP)
ALARM LIGHT
CONTROL PANEL
(LOCATED WITHIN
10—FEET OF TANKS)
1-1/2" PVC
CHECK VALVE
TO HYDRAULIC
UNIT
\/\/\/\/\\/'
/\//\ /
AA j DIRECT BURY
<\V/v\AAA: CABLE TO
\/ PANEL
3" PVC STAND
1-1/2" SCH.
40 PVC TO
HYDRAULIC UNIT
NOTES
SEE C-101 FOR GENERAL NOTES.
2. CAST INLET
ALL TANKS.
3. ALL RISER
BOLTS.
4. ALL PIPING
OTHERWISE
BE BURIED
OTHERWISE.
AND OUTLET BOOTS ARE REQUIRED FOR
LIDS SHALL HAVE SS TAMPER RESISTANT
SHALL BE SCH 40 PVC UNLESS
NOTED ON PLANS. ALL PVC PIPES SHALL
A MINIMUM OF 3 FEET UNLESS SHOWN
5. SEPTIC TANKS SHALL BE CONSTRUCTED WITH A
BAFFLE WALL DIVIDING THE TANK INTERIOR 2/3rd TO
1 /3 rd. THE BAFFLE WALL SHALL BE CONSTRUCTED
TO PERMIT PASSAGE OF EFFLUENT THROUGH A SLOT
OR HOLES LOCATED BETWEEN 45 AND 55 PERCENT
OF THE INTERIOR DEPTH.
6. ALL TANKS SHALL HAVE A MINIMUM 28—DAY CONCRETE
STRENGTH OF 4,500 PSI.
7. TANKS SHALL MEET REINFORCING REQUIREMENTS TO
ACCOMMODATE 300 POUNDS PER SQUARE FOOT.
EITHER STEEL REINFORCING WIRE, REBAR OR
APPROVED FIBER MAY BE USED.
8. ALL JOINTS (MID —SEAM, TOP —SEAM) SHALL BE SEALED
USING CONCRETE SEALANTS BUTYL SEALANT # CS-102
MEETING ASTM C-990.
9. TANKS SHALL BE LEAK —TESTED PRIOR TO SYSTEM
START UP BY APPLYING A VACUUM OF 5—INCHES OF
MERCURY WITH RISER ASSEMBLIES IN PLACE OR A
24—HOUR STATIC WATER TEST, IN ACCORDANCE WITH
ASTM STANDARDS.
1 O. ALL PIPE PENETRATIONS THROUGH PRECAST CONCRETE
TANKS SHALL BE PRESS —SEAL CAST —A —SEAL 402
RUBBER BOOTS AND GROUTED.
1 1 . CONTRACTOR MAY USE LARGER TANKS.
1 2. MAXIMUM COVER OVER NON H-20 TANKS SHALL BE
30".
13. ALL SERVICE ACCESS OPENINGS WILL BE A MINIMUM
OF 24 INCHES. EXCEPTIONS MAY BE MADE ON A CASE
BY CASE BASIS WITH E—Z TREAT'S PRIOR WRITTEN
APPROVAL. ALL ACCESS OPENINGS SHALL BE FITTED
WITH E—Z SET RISER ASSEMBLIES. SERVICE ACCESS
OPENINGS FOR THE RECIRCULATION CYLINDER SHALL
BE A 30—INCH OPENING AND FITTED WITH AN E—Z
SET 30—INCH RISER ASSEMBLY. TRAFFIC RATED TANKS
SHALL HAVE CONCRETE RISERS.
1 4. NON —CONCRETE TANKS SHALL NOT BE USED IN
CONJUNCTION WITH THE E—Z TREAT SYSTEM WITHOUT
PRIOR WRITTEN APPROVAL BY E—Z TREAT.
15. THE FILTER POD INVERT OUT SHALL BE A MINIMUM OF
6" ABOVE THE INVERT IN OF THE RECIRCULATION
TANK OR 1 /4—INCH PER FOOT SLOPE, WHICHEVER IS
GREATER
REVISIONS
DESCRIPTION
REV. PER DWR
NO.
DATE
8/16/21
PROJECT MANAGER:
GSM
PROJECT ENGINEER:
AVF
DRAWN BY:
JDH
CHECKED BY:
GSM
DATE:
MAY 25, 2021
sEPL
17069 -4
LICENSE
No. C-1039
MacCONNELL
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
PROJECT NUMBER DRAWING NUMBER
COPYRIGHT © 2021
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT

E
0
N
N
0)
0)
7
s
a0
0
0
O
co
'o
M
TI
0
E
a0
1-
Ts
0
O
J
0
Q
Q
7
0
ro
1
NOTE:
2 STRANDS OF WIRE
SALT TREATED 4"x 4"
1. POSTS TO BE PLACED ±20' O.C.
TWO STRAND WIRE FENCE
MINI —CLICK
RAIN SENSOR
1111111111111
LEAD WIRES TO
CONTROLLER
NOTE:
1. DO NOT COVER.
2. RAIN SENSOR SHALL BE
MODEL MINI—CIK BY HUNTER
202 RAIN SENSOR
D-102 NTS D-1NTS
"x" PVC
REDUCING ELBOW
LTC 600 DRIP TO DRIP i"
PVC SLIP TO BLANK TUBING
MANIFOLD TRENCH
NOTE:
1. SUPPLY OR RETURN MANIFOLD PIPE
SIZES MAY VARY (SEE DISTRIBUTION
FIELD PLAN DETAIL)
CONNECTION TO 1/2"
PE DRIPPER LINE
WELL PACKED
EARTHEN DAM
EMITTER TUBING LAID ON
EXISTING GRADE
LTC 600 DRIP TO DRIP
LOCKSLIP COUPLING
1/2" PE BLANK TUBING
a
MANIFOLD DRIPPER LINE CONNECTION
NTS
PRECAST CONCRETE
"DONUT" (OPTIONAL)
/
\/
4" WYE
NOTE:
4" 45* BEND
1. PIPING TO BE 4" SCH. 40 PVC.
CD-1s GRAVITY CLEANOUT
D-102 NTS
PVC
END CAP
NOTE:
i"xl" PVC REDUCING
ELBOW (TYP. OF 2)
1. SEE SITE PLAN FOR ORIENTATION.
4
Rs
1'
COMPACTED SOIL
IIII IIII IIII IIII IIII
MANIFOLD TRENCH
12" WIDTH MIN.
WELL PACKED
EARTHEN DAM
m
z
FIELD RETURN LINE (SEE
1/2" PVC
RETURN
5
1/2" PVC
SUPPLY
D-102
3 DIVERSION BERM DETAIL
NTS
4" — 6" TYPICAL
DAM HEIGHT
12" BEYOND
MANIFOLD TRENCH
TO DRIPPER LINE
CONNECTION
2"-4" OF PINESTRAW
OR MULCH (OPTIONAL)
EMITTER TUBING
8" TUBING
/— STAPLES
25' O.C.
1/2" PE BLANK TUBING (TYP.)
SUPPLY / RETURN SECTION
I
LTC 600 DRIP TO DRIP
LOCKSLIP COUPLING
SITE PLAN FOR PIPE SIZE)
REDUCER
GAG, 4" x 2"
CLEAN -�' REDUCER
OUT
4" PVC
TO SEPTIC
TANK
4" PVC 4" PVC
WYE TEE
FIELD RETURN LINE DETAIL
NTS
D-102 NTS
ORIGINAL
GRADE
FLOW
III
I -III -II II
6" COMPACTED SOIL
NOTES
. SEE SHEETS C-101 AND D-101 FOR GENERAL NOTES.
8/16/21
REVISIONS
DESCRIPTION
REV. PER DWR
PROJECT MANAGER: PROJECT ENGINEER:
GSM AVF
DRAWN BY: CHECKED BY:
JDH GSM
DATE:
MAY 25, 2021
0.0 14111
\$;. !v•,G 14d�7-
1100,
C' 00 >/20
LICENSE
No. C-1039
MacCONNELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
DETAILS - 2 of 3
PROJECT NUMBER
A48202.00
DRAWING NUMBER
D-102
COPYRIGHT © 2021
z
w
H TS-II PRETRE
SURFACE DRIP IRRIGATION W
PORTER -
BRUCE &
A48202.00
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT

C:\Users\CHRISS-1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Details.dwg Aug 16, 2021 1:09pm
A'\7/VAA
ROUND VALVE BOX -
AIR/VACUUM
BREAKER (AVBK-1)
1
1" SCH. 80 PVC NIPPLE
LENGTH AS REQUIRED
FINISH GRADE
SCHRADER VALVE
1" THREAD DIAMETER
1" PVC UTILITY BALL
VALVE W/ THREADED
ENDS (NORMALLY OPEN).
BRICK
SUPPORTS
(THREE)
PEA GRAVEL SUMP j— I 1-1/2" SCH. 40 PVC MANIFOLD
l
1-1/4" SUPPLY LINE
1-1/4" x 1-1/2"
REDUCER
1-1/2'' x 1/2''
REDUCER BUSHING
1/2" SCH. 40 PVC RETURN
LATERAL (TYP. OF 4)
a
SUPPLY
SUPPLY / RETURN ZONE HEADER
NOTE:
1. NUMBER OF LATERALS TO MATCH SITE
CONDITION. CAP FITTINGS NOT NEEDED.
2. ALL PIPE SHALL BE SCH. 40 PVC UNLESS
OTHERWISE INDICATED.
3. SEE SITE PLAN FOR NUMBER OF
LATERALS.
4. SEE SITE PLAN FOR SUPPLY LINE, RETURN
LINE, AND MANIFOLD SIZES.
5. AIR VACUUM BREAKER VALVES SHALL BE
INSTALLED ON EACH SUPPLY AND RETURN
MANIFOLD AT THE HIGH POINT.
1-1/2" TEE (TYP)
1-1/2" SCH. 40 PVC MANIFOLD
1-1/2" ELBOW
1-1/2" x 1/2"
REDUCER BUSHING
1/2" SCH. 40 PVC RETURN
LATERAL (TYP. OF 4)
FINISH GRADE
ROUND VALVE BOX
AIR/VACUUM
BREAKER (AVBK-1)
1" SCH. 80 PVC NIPPLE
LENGTH AS REQUIRED
1-1/2" TEE (TYP)
RETURN
SCHRADER VALVE
1" THREAD DIAMETER
1" PVC UTILITY BALL
VALVE W/ THREADED
ENDS (NORMALLY OPEN).
BRICK SUPPORTS
(THREE)
PEA GRAVEL SUMP
-1/4" RETURN LINE d
1-1/4" BRONZE CHECK VALVE
1-1/2" x 1-1/4" REDUCER
1-1 /2" x 1" REDUCING TEE
(SOC X FIPT)
D-103 NTS
ORIGINAL GRADE
NOTES:
1. REMOVE WOODY VEGETATION UNDER 2" CALIPER.
2. INSTALL DRIP LINES AT 3' ON CENTER. USE LANDSCAPE STAPLES AS NECESSARY TO SECURE DRIP
LINES.
3. COVER WITH 2"-4" OF PINESTRAW OR MULCH (OPTIONAL).
LANDSCAPE STAPLES
AS NECESSARY
3' 0/C
DRIP LINES
/���V����VV/���/��/����/�� NATIVE SOIL / i���������� \
%///A// /\// ///\ //\//A//\///<'//<'//<//<'//</////\//i\/\//\ //\//i\//i\//A/\/\//i\///
f
UDRIP FIELD SEPTIC LINES
D-103 NTS D-103 NTS
SEE SCHEDULE
FROM SUPPLY MAIN
L
SUPPLY
ZONE
HEADER
SLOPE
TO RETURN MAIN
7,0
0
lo-
• "'**•*'• N- LOOPING OF NON DRIP
•
BLANK TUBING 1/2" PE TUBING WITH
0.53 GPH EMITTERS
................... BLANK (NON DRIP) LINE ®2.0' O.C.
(66" MIN. TOTAL LENGTH)
DRIP LINE
LTC 600 DRIP TO DRI
LOCKSLIP COUPLING
TYP. LOOP CONNECTION
NOTES:
TO ALTERNATE
LATERALS (6,7,
OR 8) SUPPLY
FEED
MANIFOLD DRIPPER
LINE CONNECTION
1. TYPICAL ALL DISTRIBUTION FIELDS
LOOPED LATERALS ® 3.0' FT. 0.C.
2. SUPPLY AND RETURN LINES TO BE
PLACED IN THE SAME TRENCH.
4 DISTRIBUTION FIELD PLAN (TYPICAL)
RETURN
ZONE
HEADER
TO ALTERNATE LATERALS
(6,7, OR 8) RETURN
1/2" RETURN LINE TO
ZONE RETURN HEADER
D-103 NTS
PVC
MAINLINE
1-1 /2"x 1 " PVC
REDUCER
FROM FIELD
DOSING TANK
FILTER FLUSH VALVE
IPS FLEX PVC
FILTER AND FIELD
FLUSH LINE
RETURN TO
SEPTIC TANK
1"x1-1/4"
PVC REDUCER
FIELD FLUSH VALVE
30" RISER
NOTES:
1. METER CAN BE INSTALLED IN
SEPARATE RISER.
30" RISER
4" x 2"
REDUCER
TOP VIEW
100%
BACKUP
PRIMARY LAMP i I LAMP
4" x 2"
REDUCER
TOP VIEW
2"x2"x 1 /2" —
REDUCING TEE
30" DIA.
E-Z SET
RISER PRIMARY
LAMP
4" WELL CAP
DISCONNECT
UNION (TYP.)
2" 4"
4" x 2"
REDUCER
1/2" BALL
VALVE
CONTROL
WITH ALARM
ff
NON -CORROSIVE
REFLECTIVE AND
PROTECTIVE SLEEVE
2
SECTION VIEW
1/2" BALL
VALVE
DISCONNECT
UNION (TYP.)
100%
BACKUP
LAMP
4"
ULTRAVIOLET DISINFECTION
NOTES:
1. ULTRAVIOLET LIGHT PURIFIER
UV-102 BY E-Z TREAT.
2. PROVIDE DUAL GFI RECEPTACLE
FOR UNIT AND HEAT TAPE. FIELD
ROUTE 2-#12,1-#12G, IN 3/4"
PVC CONDUIT TO 120 VOLT
SINGLE PHASE 20 AMP BREAKER
AT HOUSE.
3. ORIENTATION PER SITE
REQUIREMENTS.
4. INSTALL 1/2" BALL VALVE FOR
SAMPLING DOWNSTREAM OF U.V.
UNIT.
5. MAY LOCATE IN RECIRCULATION
TANK IF ACCESS PROVIDED.
4" x 2"
REDUCER
D-103 NTS
PVC
MAINLINE
VORTEX
FILTER
SCH. 80
UNION (TYP.)
30" RISER
IPS FLEX PVC
1-1/4"x1" PVC REDUCER
RETURN FLOW
FROM DRIP FIELDS
PRESSURE GAUGE
AIR VENT
FINISHED GRADE
/ `%*%\\\/\ \ /\ / \ \mil
/ / / / / /
%A/AA\/\ MA NLINE" \/AA\/AA\/AA\/AAVA/AA\/AA A
\j\\j\\j v-Vv-V� �Aj�A/AA/AA/AAjA VA , 2
j\� \ i j2'Xi „ PVc/\\\\i/ice /\/
�A�� REDUCER �/�/�//vA�wA
j/AAj/AAj/AAj/AAj/AAj/AA jAAj/AAj/AAj/AAjA VA\%
/<1-1/2 VORTEXy/A/A/A//
\/\\FILTER /
/A/\A/\(,\(/\(/\(/\��\\ ,A , /\V/\V\V/\\
//\// FILTER FLUSH VALVEi,,/ ��
/%AA%AA%/%//A/A/ AjAA/ 2/>y AV�
`SCH\ 80 UNIONS/ ����\
b
SIPS FLEX PVC\ ,/<//i\/i//
//,// �/i //i /// //i�//A// ,
‘\\\1 xi PVC REDUCER
\SPTIC TANK \\
',\ /' /\ /' '/lam'/lam'/lam'/lam'/lam'/lam'/lam'/l.
' /'FILTER AND FIELD //A//AA/ //AA//AAi
FLUSH LINE �\\�\/
A>A//AA��A��AA��j////�A/�A�
//WASHED 57 /////////////
,STONE: <//yam V,\��VA�xA/\VA/\\V/\\\
SECTION VIEW
(5 HYDRAULIC UNIT
3-103NTS
\/\ \/� IELD\\FLUSH' VALVE
\ VA VA�VA�VA/\/\V /-2/Vy�Vy�yVA
HEAT STRIP
(D
za.}
� v
IIIIIIIIII IIIIIIIIII
HID
unu
TOP VIEW
Av//v/ //ice/iv/i
\jAAj VA�SCH. 80 /�A/VA/VA/VA/VA/VA/VA/�A
j/ j\ j\ j\UNION
\j//AAj1" PVC XCOUPLING VAj/VAj/VAj/VAj/VAj/VAj/VAj
TO
j�// /z/fix/x j
AjAAjAAjAAjAA/V/V /> /> /> />iVAjAAjAAjAAjAAj�
/PRESSURE GAUGE,,AAA�AAA�AAA�AAA�AA/
\\/v/)RETURN FLOW 52��//��//��//��//��r
\\\ \\/\\ \ \ \D\\ \\FI\L \; \\/��/�/�/\\/E
//\VyV;v\v»\�\vA\VAjAAjAAjAAjAAj y'
1-1 /4 x 1 PVC%
REDUCER
FAIR VENT(Vy'Vy'Vy'Vy'vAy%vAy%vAy%v\/�
/
OPTIONAL GFCI
RECEPTACLE
(TYP.)
SECTION VIEW
FLOW METER
ZONE 3 VALVE
ZONE 2 VALVE
ZONE 1 VALVE
TO DRIP ZONES
1-1/4"x1" PVC REDUCER
(TYP. ZONES 1-3)
1-1/4" SUPPLY LINE
(ZONES 1, 2, & 3)
FINISHED GRADE
\\\/\\�/j/\\�/\\�/\\�/\\�/\\�/\\�/j
ZONE 1 VALVE jA�/A�/AA2
ZONE 2 VALVE \/�/�/j
NOTES
1. SEE SHEETS C-101 AND D-101 FOR GENERAL NOTES.
REVISIONS
NO.
DATE
DESCRIPTION
1
8/16/21
REV. PER DWR
PROJECT MANAGER:
GSM
DRAWN BY:
JDH
PROJECT ENGINEER:
AVF
CHECKED BY:
GSM
DATE:
MAY 25, 2021
SEP -
�7069 ��
• h C1Cj ,• `
ll Y/■//
LICENSE
No. C-1039
MacCONN ELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
DETAILS - 3 of 3
PROJECT NUMBER
A48202.00
DRAWING NUMBER
D-103
COPYRIGHT © 2021
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT

C:\Users\CHRISS 1\AppData\Local\Temp\AcPublish_13580\A48202.00 - Details.dwg Aug 16, 2021 1:09pm
0
2 1 3
4
5
6
7 1 8
9
Branch Circuit Protection Device/Disconnect Means Field Provided -
Size per manufacturing specifications for Pump/Motor
Alarm/Control Source
120 VAC, 60Hz
Bottom Feed
Circuit Breaker
L1 N
O O
CB3
0
RED
12
TB3
TB6
Pump Source Pump Source
120/230 VAC, 60Hz 120/230 VAC, 60Hz
N1N2
0,22 A A
WHT
\8
TB4-0
vv vv
N3N4 N5N6
BLK
16
2
Bottom Feed
Circuit Breaker
L1 L2LN
ESP
16
F8
Bottom Feed
Circuit Breaker
L1 L2LN
RED
16
F1
120VAC.1
RED
\8
F2
RED
\8
4 6
RED RED
\8 \8
TB1 61
HTR1
x1 r r, x2
CS 14
RED
1 d Blue 18BLU
<-=INTRODUCTION/2
10
WHT
\8
BALLAST1
B
UV Lamp
PWS
2 X Pump Load
120/230 VAC 0-16A MAX 60 Hz
Pump must contain integeral
thermal overload protection.
Ground Motor PE to Ground Lug
N1
30 15
GRN WHT
\8 \8
PE
Power Supply
PS5R-VC24
24 VDC 30W
V-
PE
3
GND1 -
24
BLK
\8
N2
TRANS1
28 29 35 36
BLU BLU WHT/BLU WHT/BLU
\8 \8 \8 \8
24VDC.1 OVDC.1
• 24 VDC.2 V
OVDC.2
Schematic
F3
WHT
COM
White
Blue
24 VAC
39
BLU VEL
8
120 208 240
Black Red Orange
Yellow
OVAC
2
40
RED
24VAC
OVAC
Legend
Field Wiring
Field Supplied
Device Tag
Desc iption
BALLAST1
Ballast
CB1:CB2
Circuit Breaker 2 Pole 20 A
45 In -lb
CB3
Circuit Breaker 1 Pole 10 A
45 In -lb
Cs1
Current Switch NO 0.5-100A
F1...F3;F8
Fuse Terminal Block
F1...F3;F8
5 A Control Fuse
PUMP PUMP
2 Customer Supplied AC Pump
PWS
Power Supply 24VDC 30W
SW2
Toggle Switch
TB TB6
Terminal Block 30A
TB2
Double -Level Terminal Block 20A
TB3;TB4
Terminal Block 20A
TB5
Terminal Block 20A
TB5
Terminal Block 20A
TRANS1
Transformer, 24V
F1 - F3, F8 Fuse must be replaced with 5 Ampere
type 5mm x 20 mm fast acting 250 V max
Spare fuses provided in packet
CAUTION: Nonmetallic enclosures does not provide
grounding between conduit connections. Use grounding
bushings and jumper wires.
ATTENTION: Les boitiers non-metalliques ne permettent
pas de mise a la terre entre les connexions de conduits.
Utilisez des manchons de mise a la terre et des fils de liaison.
2- s
ALOERON'"
Industries
Leading Edge Control Products
11015TH SE SOUTH
FWLEY MN. 56549
This drawing contains proprietary information
which must not be duplicated, used, or disclosed
in whole or in part without prior written consent.
Model
DWG Numbe
• EZT-1 CD4Z-230-16
Quote Number
Drawn By
B. Nelson
Checked By
B. Klabunde
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this pro uct. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fitting , and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed Tines represent field wiring - Us minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Date
1/19/2021
Revision
Page Number
1 OF3
101 E-Z TREAT COMBO DRIP CONTROL PANEL (1 OF 3)
E-1NTS
0
TB2 1
42
BLU
\8
Redundent Off
FS1
\ 0 \ \
TB2 92
9-\ 93
2 1 3
Recirculation
Dose Enable
FS2
-0j0-
O
94
\
45
BLU
18
High Level
FS3
-0�
0
Redundent Off
FS4
\\
96
48
5 BLU 7
18
4
5
Drip Floats High Level
Secondary Timer FS7
Dose Enable FS6
FS5
O
\\ \\
910 912
" 1�‘C -91
O
914
6 1 7
24VDC.1
Legend
8
9
Field Wiring
Field Supplied
Device Tag
Desc iption
B1
3uzzer 120V
CR1
Relay, 120VAC, SPDT
7.1 In -lb
F4...F7
Fuse Terminal Block
F4...F7
5 A Control Fuse
LT1
Red Beacon 15W
M1:M2
Contactor 18 A - 120V Coil
15 In -lb 1
5 In -lb
PLC1
PLC, 141/100
SW1
Toggle Switch SPDT
TB2
Double -Level Terminal Block 20A
PLC1
44
BLU
8
47
BLU
8
54 59
BLU BLU
\8 8
60 63
BLU BLU
8 .18
65
BLU
8
67
BLU
8
70
BLU
18
RED
18
F4-F7 Fuse must be replaced with 5 Ampere
type 5mm x 20 mm fast acting 250 V max
Spare fuses provided in packet
v
SERIAL
3> IN
»
Serial
3>
USB
Ethernet
0
24VDC IN
1 OVD0
C 24VDC
ICOM10 11 I 12 I 13 I 14 11
0
16 17 110 111 112 I 113 I 114
0 0 0 0 0 b
115
Ry. OUT Ry. OUT
0 0 0 0 0 l 0 0
PE COMO 00 01 02 03 COM1 04
MICROSmart
FC6A-C24R1 CE
Ry. OUT
0 0 0 '0 0 0
05
06 07
COM2
010 11
43
GRY
\8
46
GRN
18
PE
OVDC.1 GND1
F4
1
F5
2
50
RED
18
Al
49 53 58 61
RED RED RED RED
\8 \8 \8 \8
F6
2
52
RED
Al
✓ A2 A2
51 51
120VAC.1 WHT WHT
\8
N4
<-1
_1
F7
2
55
RED
8 RED
/ \8
Al 1
A2
i
5'
66 69 72
PNK PNK PNK 71 73
\8 \8 \8 \8 \8 K
64 76 77
PNK PNK 2NK
\8 \8 \8
68
BLU
8
SW10
(NO) 1 I o
Test
COM
(NO) 2
I
TB2
TB2 15 6\
2
62
RED
\8
1 \4VAC
2 2
57 16
WHT WHT
\8 18 \8
WHT*
\8 ►
B1
16 018
19
20
21
\ \ \ \ \ \ \ \
Al Al Al Al
0
Z2 Z3 Z4
A2
A2
A2
Zone Control
Schematic
A2
022
\
024 026
b3
625
A2
A2
OVAC
Zone Flush Filter Flush
M1
13NO
M2
fano T4N0
l7,21
BLU
18
13NO
CR1
TB2
Dry Alarm Contacts
74 75
BLU BLU
8 \8
3-x
ALOERON '
Industries
Leading Edge Control Products
11015TH ST SOUTH
HAWLEY MN. 56549
This drawing contains proprietary information
which must not be duplicated, used, or disclosed
in whole or In part without prior written consent.
Model
DWG Numbe
• EZT-1 CD4Z-230-16
Quote Number
Drawn By
J. Sonnier
Checked By
B. Klabunde
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this pro uct. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fitting and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed lines represent field wiring - Use minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Date
1/19/2021
Revision
Page Number
2 0F3
2 E-Z TREAT COMBO DRIP CONTROL PANEL (2 OF 3)
E-101 NTS
0
2
3
4
5
6
7 1 8
9
OVDC.2
24VDC.2
HMI1
GND1 81
GRN
ilk1 18
PE
PE
<-2
0
PE
0
< USB2
HG1 G-4VT22TF-B «USB1
0
SD 0 RD 1 RS 1 CS 0 SG 1 SDA 1 SDB 1 RDA 1 R B LAN
CBL1
38.228 In \RG/WH\ORG
SERIAL
BRN
Schematic
Legend
Field Wiring
Field Supplied
Device Tag
Desc iption
teise
CBL1
Ethernet Cable CatS
GND1
8P Ground Bar
30 In -lb
HMI1
RMI Display
2.2 In -lb
=PRODUCTION REPORT/1--e
ALOERON'"
Industries
Leading Edge Control Products
nn 15TH ST SOUTH
HAWLEY MN 56549
PH '18 483 JON WWW AI of HONIND CON
This drawing contains proprietary information
which must not be duplicated, used, or disclosed
in whole or In part without prior written consent.
Model
DWG Numbe
• EZT-1 CD4Z-230-16
Quote Number
Drawn By
B. Nelson
Checked By
B. Klabunde
Notes: 1. WARNING! Electrical Shock Hazard! Disconnect power before servicing this pro uct. A qualified service person must install and service this product according to applicable electrical and plumbing codes.
2. Install in accordance with National Electric Code, NFPA 70, Seal all boxes, fitting , and conduit with appropriate seal devices to prevent moisture and gasses from entering enclosure.
3. Connect all grounds to a good ground. 4. Dashed Tines represent field wiring - Us minimum 60 deg C Copper Wire 5. Branch Circuit Protection Device/Disconnect Means Field Provided.
Date
1/19/2021
Revision
Page Number
3oF3
E-Z TREAT COMBO DRIP CONTROL PANEL (3 OF 3)
E-101 NTS E-101 NTS
STA-RITE® ST.E.P Plus Series
4" high -head multi -stage submersible effluent pumps
OUTLINE DIMENSIONS
1-1/4" NPT
DISCHARGE
2" NPT DISCHARGE
(50 GPM ONLY)
RECIRCULATION
PUMP
FIELD DOSING
PUMP
10 GPM, 1/2 HP = 13"
20 GPM, 1/2 HP = 13-1/4" I
30 GPM, 1/2 HP = 11-1/2"
30 GPM, 1 HP = 14"
30 GPM, 1-1/2 HP = 15-1/4" I
50 GPM, 1 HP = 13-1/4"
50 GPM, 1-1/2 HP = 15-1/4"
FIELD DOSING 10 GPM, 1/2 HP = 21-1/2"
PUMP 20 GPM, 1/2 HP = 22-1/4" I
30 GPM, 1/2 HP = 22-1/2"
30 GPM, 1 HP = 27-1/2"
RECIRCULATION �� 30 GPM, 1-1/2 HP = 30-1/4"I
PUMP 50 GPM, 1 HP = 26-3/4"
50 GPM, 1-1/2 HP = 30-1/4"
Jacketed Cord
10'
(Standard)
30', 50', 100'
(Optional)
Dimensions (in inches) are for estimating purposes only.
4 STA-RITE STEP PUMP DETAIL
E-101 NTS
ELECTRICAL SPECIFICATIONS
1. ONE CONTROL PANEL WILL CONTROL THE WASTEWATER SYSTEM.
2. PANEL SHALL BE APPROXIMATELY 14.5" WIDE X 19.2" HIGH AND IS A NEMA 4X, UL RATED ENCLOSURE. PANEL SHALL BE SUPPLIED BY THE SYSTEM
DISTRIBUTOR.
3. THE PANEL SHALL BE MOUNTED BY THE ELECTRICIAN WITHIN 10' OF THE TANK UNITS, AND 48" - 60" OFF THE FINISHED GRADE TO THE BOTTOM OF THE
ENCLOSURE.
4. THE INSTALLER'S ELECTRICIAN SHALL MAKE THE INTERNAL PANEL CONNECTIONS OF THE PUMP/UV AND CONTROL CORDS. CONTROL PANEL SHALL CONTAIN A
WIRING SCHEMATIC IDENTIFYING ALL TERMINAL CONNECTIONS. THE SYSTEM INSTALLER SHALL BUNDLE AND MARK EACH CORD WITH THE APPROPRIATE
IDENTIFICATION AND SECURE IN THE ACCESS RISER AT THE DIFFERENT PUMP/UV POINTS.
5. CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS, SINGLE PHASE SUPPLIED FOR THE PUMP.
6. CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS SUPPLIED FOR THE BOTH ALARMS.
7. CONTROL (DRIP) PANEL REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS, SINGLE PHASE SUPPLIED FOR THE PUMPS.
8. CONTROL PANEL REQUIRES A DEDICATED CIRCUIT OF 30 AMPS, 115 VOLTS SUPPLIED FOR SOLENOID VALVE HEATER.
9. THE ULTRAVIOLET DISINFECTION UNIT REQUIRES A DEDICATED CIRCUIT OF 20 AMPS, 115 VOLTS.
10. A MINIMUM CONDUIT SIZE OF 1 SHALL BE FURNISHED AND INSTALLED BY THE ELECTRICIAN AS A CONNECTION BETWEEN CONTROL PANEL AND EACH
RESPECTIVE TERMINATION POINTS OUT IN THE TANK AREA.
11. ALL OPEN CONDUIT ENDS SHALL HAVE REMOVABLE CLAY TYPE DUCT SEAL EMBEDDED TO PREVENT GASSES AND MOISTURE FROM ENTERING THE CONTROL
PANEL. DO NOT USE PERMANENT SILICONE OR EXPANDABLE FOAM PRODUCTS.
12. ALL PUMP AND FLOAT CONTROL CORDS SHALL BE SUPPLIED WITH EITHER 30' OR 50' LEADS. THIS WILL HELP KEEP SPLICES TO A MINIMUM AND SHOULD
BE AVOIDED IF AT ALL POSSIBLE. IF A SPLICE MUST BE USED, IT MUST BE MADE ABOVE GRADE IN A PLASTIC NEMA 4X JUNCTION BOX.
13. ALARMS SHALL BE AUDIBLE AND VISUAL.
14. AUDIBLE/VISIBLE ALARMS SHALL BE EXTERNAL TO ANY STRUCTURE.
15. INSTALL MINI -CLICK RAIN SENSOR TO RAIN GAUGE.
NOTES
1. SEE SHEETS C-101 AND D-101 FOR GENERAL NOTES.
REVISIONS
DESCRIPTION
REV. PER DWR
NO.
1
DATE
8/16/21
PROJECT MANAGER:
GSM
PROJECT ENGINEER:
AVF
DRAWN BY:
JDH
CHECKED BY:
GSM
DATE:
MAY 25, 2021
LICENSE
No. C-1039
MacCONNELL
& Associates, P. C.
501 CASCADE POINTE LANE, SUITE 103
CARY, NORTH CAROLINA 27513
P.O. BOX 129
MORRISVILLE, NORTH CAROLINA 27560
TEL: [phone] FAX: [phone]
BRUCE & MELANIE PORTER
SURFACE DRIP IRRIGATION
WITH TS-II PRETREATMENT
DURHAM COUNTY, NC
ELECTRICAL DETAILS
1 OF 1
PROJECT NUMBER
A48202.00
DRAWING NUMBER
E-101
COPYRIGHT © 2021
A48202.00 — BRUCE & MELANIE PORTER — SURFACE DRIP IRRIGATION WITH TS—II PRETREATMENT
A48202.00 - BRUCE & MELANIE PORTER - SURFACE DRIP IRRIGATION WITH TS-II PRETREATMENT